DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTI8 SMITH, DIRECTOB

"WATER-SUPPLY PAPER 314

SURFACE WATER SUPPLY

OF

SEWARD PENINSULA, ALASKA

BY F. F. HENSHAW AND G. L. PARKER 

WITH

A SKETCH OF THE GEOGRAPHY AND GEOLOGY

BY PHILIP S. SMITH 

AND

A DESCRIPTION OF METHODS OF PLACER MINING

BY ALFRED H. BROOKS

WASHINGTON

GOVEBNMENT PRINTING OFFICE 

1913

CONTENTS.

Page.

Introduction, by Alfred H. Brooks. . ........................................ 9

Scope of work. ......................................................... 9

Acknowledgments. ..................................................... 12

Topography, by Philip S. Smith. ........................................... 13

Climate, by F. F. Henshaw and G. L. Parker. .............................. 15

General features. ...................................................... 15

Temperature....................... .................................... 16

Precipitation. ........................................................ 19

Descriptive geology, by Philip S. Smith. . ................................... 32

Sedimentary rocks. .................................................... 33

Igneous rocks. ........................................................ 35

Unconsolidated deposits. ............................................... 37

Gold placers, by Philip S. Smith................... ......................... 38

Nature and origin. ..................................................... 38

Residual placers. ...................................................... 39

Water-sorted placers. .................................................. 39

Stream placers. . .................................................. 40

Beach placers. .................................................... 44

Distribution. ......................................................... 48

Developed placers. ................................................ 48

Prospective placers. ................................................ 49

Discharge of streams, by F. F. Henshaw and G. L. Parker. .................. 51

Terms used. . ......................................................... 51

Data given. .......................................................... 53

Field methods of measuring stream flow. ................................ 54

Slope method. . .................................................... 54

Weir method. . .................................................... 54

Velocity method ................................................... 55

Office methods of computing and studying discharge and run-off. ......... 57

Accuracy and limitations of the data .............................. ^ ... 60

Drainage areas. ........................................................ 62

Detailed descriptions and measurements. ................................... 68

Fish River drainage basin. ............................................ 68

Description. ....................................................... 68

Pargon River drainage basin. ....................................... 69

Description. ................................................... 69

Pargon River and Pargon ditch at intake ....................... 70

Pargon ditch below McKelvie Creek. ........................... 71

Pargon ditch below Helen Creek. .............................. 73

Miscellaneous measurements. ................................... 76

Niukluk River drainage basin. ...................................... 76

Description .................................................... 76

American Creek. ............................................... 77

Miscellaneous measurements .................................... 78

3
4 CONTENTS.

Detailed descriptions and measurements Continued. 

Fish River drainage basin Continued.

Niukluk Biver drainage basin Continued. Page.

Casadepaga River drainage basin............................... 78

Description................................................ 78

Casadepaga River below Moonlight Creek................... 79

Miscellaneous measurements................................ 80

Ophir Creek drainage basin................;................... 81

Description................................................ 81

Ophir Creek at Canyon ditch intake........................ 82

Canyon ditch near intake................................... 83

Canyon ditch above claim "No. 10 above ".................. 86

Miscellaneous measurements................................ 87

Solomon River drainage basin............................................ 87

Description........................................................ 87

Solomon River below Bast Fork.................................... 88

Miscellaneous measurements........................................ 90

Eldorado River drainage basin.......................................... 90

Flambeau River drainage basin...................................^ .... 91

Nome River drainage basin............................................. 91

Description........................................................ 91

Nome River above Miocene ditch intake............................. 92

Nome River below Miocene ditch intake............................. 95

Natural discharge of Nome River at Miocene ditch intake............. 96

Nome River below Pioneer ditch intake............................ 97

David Creek at Miocene ditch intake............................... 101

Hobson Creek at Miocene ditch intake.............................. 102

Hobson Creek below Manila Creek.................................. 104

Campion ditch at Black Point....................... i.............. 105

Miocene ditch system............................................. 107

Description.................................................... 107

Miocene ditch at Black Point................................... 108

Miocene ditch at Clara Creek................................... Ill

Miocene ditch above Hobson Creek.............................. 113

Miocene ditch below Hobson Creek.............................. 115

Miocene ditch below the flume................................. 118

David Creek ditch opposite Black Point......................... 121

Jett Cieek ditch............................................... 123

* Grand Central ditch............................................ 125

Seward ditch system............................................... 126

Description.................................................... 126

Seward ditch at intake......................................... 126

Seward ditch below Hobson branch............................ 129

Seward ditch below Dexter Creek flume........................ 330

Seward ditch above Newton Gulch............................. 132

Hobson Branch of Seward ditch................................. 134

Pioneer ditch system.............................................. 135

Description.................................................... 135

Pioneer ditch at intake........................................ 135

Miscellaneous measurements........................................ 138

Snake River drainage basin............................................. 139

Description........................................................ 139

Snake River above Glacier Creek................................... 140
CONTENTS. 5

Detailed descriptions and measurements Continued. Page.

Penny River drainage basin............................................. 141

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

Penny River and Button ditch at intake............................ 141

Cripple River drainage basin............................................ 143

Description........................................................ 143

Cedric ditch above penstock........................................ 143

Miscellaneous measurements........................................ 145

Sinuk River drainage basin............................................ 145

Description........................................................ 145

Upper Sinuk River at elevation 700 feet............................. 146

Windy Creek at elevation 650 feet................................... 147

North Star Creek at elevation 900 feet............................... 148

Miscellaneous measurements........................................ 149

Tributaries of Imuruk Basin........................................... 150

Fall, Pond, and Glacier creeks and Snow Gulch ...................... 150

Cobblestone River...................................................... 151

Grand Central River drainage basin..................................... 151

Description........................................................ 151

West Fork of Grand Central River at pipe intake.................... 153

West Fork of Grand Central River at ditch intake.................... 155

West Fork of Grand Central River at the forks....................... 156

Grand Central River below the forks................................ 158

Grand Central River below Nugget Creek........................... 161

Crater Lake outlet................................................. 162

North Fork of Grand Central River at pipe intake.................... 165

North Fork of Grand Central River near ditch intake................. 166

North Fork of Grand Central River at the forks....................... 167

Gold Run near mouth of canyon..................................... 168

Thompson Creek near ditch intake................................. 170

Nugget, Jett, and Morning Call creeks.............................. 172

Miscellaneous measurements........................................ 173

Kruzgamepa River drainage basin...................................... 173

Description........................................................ 173

Kruzgamepa River at outlet of Salmon Lake......................... 175

Kruzgamepa River above Iron Creek................................ 182

Iron Creek drainage basin.......................................... 183

Description.................................................... 183

Dome Creek below Hardluck Creek............................. 184

Iron Creek below Canyon Creek................................. 185

Iron Creek above the tunnel.................................... 185

Iron Creek at mouth........................................... 187

Iron Creek flume at intake..................................... . 188

Pass Creek below dam site.......................................... 189

Smith Creek below Swift Creek..................................... 191

Middle, Osborn, and West End creeks............................... 193

Miscellaneous measurements........................................ 194

Kuzitrin River drainage basin......................................... 195

Description........................................................ 195

Kuzitrin River at Lanes Landing................................... 196

Miscellaneous measurements........................................ 200

Kougarok River drainage basin..._............................... 200

Description.................................................... 200

Kougarok River and Homestake ditch at intake................. 201
6 CONTENTS.

Page.

Detailed descriptions and measurements Continued. 

Kuzitrin River drainage basin Continued.

Kougarok River drainage basin Continued,

Kougarok River below Henry Creek............................. 205

Kougarok River above Coarse Gold Creek........................ 206

Taylor Creek at Cascade intake................................. 209

Henry Creek at mouth......................................... 210

Coarse Gold Creek near mouth.................................. 213

North Fork above Eureka Creek................................ 215

Ditches....................................................... 217

Homestake ditch at penstock.............................. 217

North Star ditch above siphon............... .............. 218

Cascade ditch............................................. 219

Miscellaneous measurements.................................... 219

American River drainage basin.......................................... 221

Serpentine River drainage basin....................................... 222

Description-....................................................... 222

Quartz Creek above Bismark Creek................................. 223

Miscellaneous measurements........................................ 223

Goodhope River drainage basin......................................... 223

Description........................................................ 223

Goodhope River below Esperanza Creek............................. 224

Miscellaneous measurements........................................ 226

Inmachuk River drainage basin......................................... 226

Description........................................................ 226

Inmachuk River below Logan Gulch............................... 227

Miscellaneous measurements........................................ 229

Kugruk River drainage basin....................................... 229

Description........................................................ 229

Imuruk Lake...................................................... 230

Kugruk River below Fairhaven ditch intake........................ 232

Kugruk River above Reindeer Creek................................ 232

Chicago Creek at coal mine......................................... 234

Miscellaneous measurements........................................ 234

Fairhaven ditch system............................................ 235

Description.................................................... 235

Fairhaven ditch at intake of upper section...................... 236

Fairhaven ditch at Camp 2, upper section....................... 23?

Fairhaven ditch at Snow Gulch................................. 238

Miscellaneous measurements.................................... 239

Kiwalik River drainage basin.......................................... 240

Description........................................................ 240

Kiwalik River below Candle Creek.................................. 242

Quartz Creek below the forks...................................... 243

Glacier Creek above intake of Candle ditch.........................'. 244

Dome Creek at siphon crossing...................................... 246

Hunter Creek near ditch intake..................................... 246

Miscellaneous measurements........................................ 248

Bear Creek drainage basin............................................. 249

Description........................................................ 249

Miscellaneous measurements........................................ 249
CONTENTS. 7

Page.

Water power, by F. F. Henshaw............................................ 249

General conditions.......................................'............. 249

Power sites........................................................... 251

Ditches, by F. F. Henshaw................................................ 255

Introduction.......................................................... 255

Methods of construction............................................... 258

Flumes............................................................... 260

Siphons and pipe lines.................................................. 262

Seepage losses, by G. L. Parker............................................ 263

Placer mining, by Alfred H. Brooks......................................... 269

Sources of information.................................................. 269

Historical sketch....................................................... 270

Cost of placer mining................................................... 272

Methods............................................................... 276

Sources of information.............................................. 276

Prospecting....................................................... 277

General conditions............................................ 277

Prospecting by churn drills..................................... 278

Power drills................................................ 278

Hand drills............................................... 279

Comparative merits of power and hand drills................ 280

Sampling.................................................. 281

Drilling season.............. '... ............................ 282

Reliability of data procured by drilling...................... 282

Prospecting by shaft........................................... 282

Choice of prospecting methods.................................. 283

Mining............................................................ 285

General principles............................................. 285

Rocker and long torn........................................... 285

Open-cut mining.............................................. 286

Hydraulic mining.............................................. 289

Elevators...................................................... 290

Dredging...................................................... 292

Underground mining........................................... 297

Summary of placer mining............................................. 301

Index.................................................................... 305
ILLUSTRATIONS.

Page. 

PLATE I. MapofSeward Peninsula...................................... In pocket.

II. Typical topography, Seward Peninsula............................. 12

III. A, Upper Grand Central River valley; B, Glaciated valley near

Mount Osborne................................................. 13

IV. Geologic map, Seward Peninsula.................................. 32

V. A, Price current meters; B, Measuring Grand Central River.......... 56

VI. A, Candle ditch, Fairhaven district; B, Homestake ditch, showing

sod work....................................................... 258

VII. Rock cut around Cape Horn on Miocene ditch ..................... 259

VIII. A, Flume on Ophir Creek; B, Flume of Topkok ditch, near Bluff... 260

I.. A, Mining with rocker on beach at Bluff, 1900; B, Using long torn

near Nome.................................................... 284

X. A, Open-cut mining on bench of Glacier Creek; B, Groundsluicing

on Glacier Creek............................................... 286

XI. A, Groundsluicing with hydraulic giant on Anvil Creek; B, Mining

with horse scrapers on Goldbottom Creek......................... 287

XII. A, Open-cut mining with derrick and bucket hoist on Ophir Creek;

B, Placer mining with track and incline on Ophir Creek............ 288

XIII. A, Open-cut mining with hand trams on Ophir Creek; B, Mining

with steam shovel on Anvil Creek................................ 289

XIV. A, Hydraulic mining on Daniels Creek; B, Underground mining in

frozen alluvium near Nome..................................... 290

XV. Hydraulic elevator on Glacier Creek.............................. 291

XVI. Gold dredge on Solomon River near mouth of Johnson Gulch......... 292

XVII. A, Headframe and sluice boxes for underground mining operations in 

Nome; B, Surface equipment of underground mine near Nome, 

using aerial tram and self-dumping bucket....................... 298

FIGURE 1. Hydrograph of typical streams and rainfall stations of Seward

Peninsula for 1908........................................... 20

2. Diagrammatic cross section of valley showing different types of

placers...................................................... 41

3. Sketch map and profile of high bench gravels south of King Mountain. ........................................................ 42

4. Diagrammatic section of beach placers.......................... 45

5. Sketch map of Nome region showing distribution of placers ........ 46

6. Diagrammatic cross section showing beaches near Nome.......... 47

7. Cross section of stream showing method of measuring.............. 55

8. Discharge curves for Henry Creek at mouth...................... 58

9. Discharge, area, and mean velocity curves for Canyon ditch at

intake....................................................... 59

10. Diagram showing gold production of Seward Peninsula, 1897-1910.. 271

11. A Klondike rocker............................................. 286

12. Diagrammatic section of underground placer mine showing method

of hoisting and thawing with steam............................ 299

8
SURFACE WATER SUPPLY OF SEWARD PENINSULA.

ALASKA.

By F. F. HENSHAW and G. L. PAEKEE.

INTRODUCTION.

By ALFRED H. BROOKS. 

SCOPE OP WORK.

This report presents the result of stream-flow measurements made 

in Seward Peninsula during the years 1906 to 1910, inclusive. The 

geography, geology, and meteorology of the peninsula are first 

briefly discussed, inasmuch as they have a controlling influence on 

the run-off, but in this introductory .part of the report no attempt is 

made at a final analysis of the many geologic problems involved, 

which have been considered at greater length in the several reports 

of the United States Geological Survey 1 relating to Seward Peninsula.

1 These reports include the papers listed below. All except those marked by an asterisk, which indicates 

that the Geological Survey's stock of the publication is exhausted, may be obtained on application to the 

Director of the United States Geological Survey, Washington, D. C. 

Preliminary reports on the Cape Nome gold region, Alaska, by F. C. Schrader and A. H. Brooks. In a

special publication. 1900. 56 pp. 

Areconnaisance of the Cape Nome and adjacent gold fields of Seward Peninsula, Alaska, in 1900, by A. H.

Brooks, G. B. Richardson, and A. J. Collier. In a special publication entitled " Reconnaissances in the

Cape Nome and Norton Bay regions, Alaska, in 1900." 1901. 180 pp. 

A reconnaissance in the Norton Bay region, Alaska, in 1900, by W. C. Mendenhall. In a special publication

entitled " Reconnaissances in the Cape Nome and Norton Bay regions, Alaska, in 1900." 

A reconnaissance of the northwestern portion of Seward Peninsula, Alaska, by A. J. Collier. Professional

Paper 2. 1902. 70pp. 

The tin deposits of the York region, Alaska, by A. J. Collier. Bulletin 229. 1904. 61 pp.

*Recent developments of Alaskan tin deposits, by A. J. Collier. In Bulletin 259. 1905. pp. 120-127.

The Fairhaven gold placers, Seward Peninsula, by F. H. Moffit. Bulletin 247. 1905. 85 pp.

The York tin region, by F. L. Hess. In Bulletin 284. 1906. pp. 145-157.

Gold mining on Seward Peninsula, by F. H. Moffit. In Bulletin 284% 1906. pp. 132-141.

The Kougarok region, by A. H. Brooks. In Bulletin 314. 1907. pp. 164-181.

*Water supply of Nome region, Seward Peninsula, Alaska, 1906, by J. C. Hoyt and F. F. Henshaw. WaterSupply Paper 196. 1907. 52 pp. 

Water supply of the Nome region, Seward Peninsula, 1906, by J. C. Hoyt and F. F. Henshaw. In Bulletin

314. 1907. pp. 182-186.

TheNome region, by F.H. Moffit. In Bulletin 314. 1907. pp. 126-145.

Gold fields of the Solomon and Niukluk river basins, by P. S. Smith. In Bulletin 314. 1907. pp. 146-156. 

Geology and mineral resources of Iron Creek, by P. S. Smith. In Bulletin 314. 1907. pp. 157-163. 

The gold placers of parts of Seward Peninsula, Alaska, including the Nome, Council, Kougarok, Port

Clarence, and Goodhope precincts, by A. J. Collier, F. L. Hess, P. S. Smith, and A. H. Brooks. Bulletin 328. 1908. 343pp. 

Investigation of the mineral deposits of Seward Peninsula, by P. S. Smith. In Bulletin 345. 1908. pp.

206-250.

The Seward Peninsula tin deposits, by Adolph Knopf. In Bulletin 345. 1908. pp. 251-267. 

Mineral deposits of the Lost River and Brooks Mountain regions, Seward Peninsula, by Adolph Knopf. In

Bulletin 345. 1908. pp. 268-271. 

Water supply of the Nome and Kougarok regions, Seward Peninsula, in 1906-7, by F. F. Henshaw. In

Bulletin 345. 1908. pp. 272-285.

9
10 SUEPACE WATEB SUPPLY OF SEWAED PENINSULA.

The general features of the topography herein described are also 

shown graphically on the map of the peninsula reproduced as Plate 

I (in pocket). This map is based on surveys made during the years 

1900 to 1909, inclusive. Those who are interested in the details of 

the topography are referred to the several maps l which have been 

published by the Geological Survey.

The occurrence and distribution of the gold placers are summarized 

in the section devoted to geology. At present the mining of the placer 

gold is the only incentive to the utilization of the stream flow. 

Methods and costs of mining are briefly considered in the last section 

of this volume.

Plans were under consideration as early as 1903 for the systematic 

investigation of the water resources of Alaska, but the need of devoting the Alaskan appropriation to what was believed to be more 

important work prevented the prosecution of such an investigation. 

In 1906 a plan which contemplated the investigation of the water 

resources of the most important Alaska placer districts was formulated, but inasmuch as the funds available were sufficient to investigate only one area in the first year, the Nome district was chosen as 

that in which information concerning water resources would be of 

greatest value. In the following year similar investigations were 

%begun in the Fairbanks district. The original plan contemplated

Geology of the Seward Peninsula tin deposits, by Adolph Knopf. Bulletin 358. 1908. 72 pp. 

*Water-supply investigations in Alaska, 1906 and 1907, by F. F. Henshaw and C. C. Covert. Water-Supply

Paper 218. 1908. pp. 156.

Geology of the Seward Peninsula tin deposits, by Adolph Knopf. Bulletin 358. 1908. 72 pp. 

Recent developments in southern Seward Peninsula, by P. S. Smith. In Bulletin 379. 1909. pp. 267-301. 

The Iron Creek region, by P. S. Smith. In Bulletin 379. 1909. pp. 302-354. 

Mining in the Fairhaven precinct, by F. F. Henshaw. In Bulletin 379. 1909. pp. 355-369. 

Water-supply investigations in Seward Peninsula in 1908, by F. F. Henshaw. In Bulletin 379. 1909.

pp. 370-401. 

Geology and mineral resources of the Solomon and Casadepaga quadrangles, Seward Peninsula, by P. S.

Smith. Bulletin 433. 1910. 227 pp. 

A geologic reconnaissance in southeastern Seward Peninsula-and the Norton Bay-Nulato region, Alaska, by

P. S. Smith and H. M. Eakin. Bulletin 449. 1911. 156 pp.

Notes on mining in Seward Peninsula, by P. S. Smith. In Bulletin 520. 1912. pp. 339-344. 

Geology of the Nome and Grand Central quadrangles, Alaska, by F. H. Moffit. Bulletin 533. (In

preparation.)

1 Such of the following maps as are for sale may be purchased from the Director of the Survey. 

Seward Peninsula, northeastern portion of, topographic reconnaissance map of; scale, 1:250,000; by D. C.

Witherspoon and C. E. Hill. In Bulletin 247. For sale at 50 cents each, or $30 a hundred. 

Seward Peninsula, northwestern portion of, topographic reconnaissance map of; scale, 1:250,000; by T. G.

Gerdine and D. C. Witherspoon. In Bulletin 328. For sale at 50 cents each, or 130 a hundred. 

Seward Peninsula, southern portion of, topographic reconnaissance map of; scale, 1:250,000; by E. C. Barnard, T. G. Gerdine, and others. In Bulletin 328. For sale at 50 cents each, or ?30 a hundred. 

Seward Peninsula, southeastern part of; by D. C. Witherspoon, W J. Peters. H. M. Eakin, and others;,

scale, 1:250,000. In Bulletin 449. 

Grand Central quadrangle; scale, 1:62,500; by T. G. Gerdine, R. B. Oliver, and W. R. Hill. Forsaleat 10

cents each, or $6 a hundred. 

Nome quadrangle; scale, 1: 62,500; by T. G. Gerdine, E. B. Oliver, and W. R. Hill. For sale at 10 cents

each, or $6 a hundred. 

Casadepaga quadrangle; scale, 1: 62,500; by T. G. Gerdine, W. B. Corse, and B. A. Yoder. For sale at 10

cents each, or $6 a hundred. 

Solomon quadrangle; scale, l: 62,500; by T. O. Gerdine, W. B. Corse, and B. A. Yoder. For sale at 10

cents each, or $6 a hundred.
INTRODUCTION. 11

five seasons of observation in each district, but it has not been possible to adhere strictly to this plan. Even five years of observation 

by no means furnishes absolutely reliable data on minimum run-off, 

but it is believed that the results herein set forth will be sufficient for 

general purposes. They should, of course, be supplemented by more 

detailed records where large investments are to be made in projects 

depending for t"heir success on the maintenance each year of a certain 

minimum flow.

The hydrometric surveys whose results are published in this report 

were carried on under the appropriation for the investigation of the 

mineral resources of Alaska by engineers detailed for this purpose 

from the water-resources branch of the Geological Survey. Credit 

should be given to Jclin C. Hoyt, assistant chief hydrographer, who 

personally began these surveys in 1906 and has since that time supervised the technical part of the field work. Mr. Hoyt, in company 

with F. F. Henshaw, began investigations at Nome in June, 1906, 

conducting a reconnaissance northward to the Kigluaik Mountains 

(locally known as the Sawtooth Range), and covering the more 

important part of the producing placer district. A number of gaging 

stations were established by Mr. Hoyt before he left Alaska, early in 

August. The work was carried on by Mr. Henshaw for the remainder 

of the year and was continued by him with the help of one assistant 

during the three succeeding years. Stream-flow measurements have 

been limited each season to the period between the middle of June 

and the early part of October.

In 1907, after assisting Raymond Richards to start the work south 

of the Kigluaik Mountains, Mr. Henshaw proceeded to the Kougarok 

district, where he spent the greater part of the season. In 1908 A. 

T. Barrows was assigned to assist Mr. Henshaw as junior engineer, 

and spent most of his time during that season in the Nome and 

Kougarok regions. Mr. Henshaw worked in the Fairhaven district 

from July 23 until the severe frosts came, during the first week of 

September. The rest of September was spent in the southern part 

of the peninsula.

Messrs. Henshaw and G. L. Parker left Nome on June 13, 1909, for 

the Fairhaven district, by way of Nome River, Salmon Lake, Lanes 

Landing, and the head of the Kougarok, reestablishing on the way as 

many gaging stations as could be visited. New gaging stations were 

established on many of the larger streams of the northern slope of the 

mountains, and the work was left in charge of Mr. Parker. Mr. 

Henshaw returned by 'steamer from Candle to Nome, and spent the 

rest of the season in southern Seward Peninsula, giving special attention to the Nome, Kougarok, and Council districts.

In September, 1910, Mr. Parker, who had been investigating the 

water resources of the Fairbanks region, visited a number of gaging
12 SUEFACE WATEE SUPPLY OF SEWAED PENINSULA.

stations near Nome and obtained such data as various cooperating 

companies and individuals had collected earlier in the year. The 

records for 1910 are not so complete as those of the previous years, 

but they serve to extend the observations over a longer period and 

thus add value to the results.

This report has been prepared by Mr. Henshaw, with the assistance 

of Mr. Parker.

ACKNOWLEDGMENTS.

Except for the cordial cooperation of many residents of Seward 

Peninsula this work could not have been made so complete as it is 

with the comparatively small allotments that could be made to it. 

The mine and ditch operators were quick to realize the value of these 

investigations, and have at all times shown a cordial spirit in assisting 

the engineers by every means in their power. Many have rendered 

most valuable assistance in making gage readings, in furnishing 

stream-flow records made under private auspices, and in affording 

facilities to engineers during their periodic visits.

A complete list of all who have aided the work would be almost a 

roster of the placer-mine operators of the peninsula. Special thanks 

are due to the following persons and companies: In the Nome region: 

B. Deleray, manager, and the employees of the Miocene Ditch Co.; 

C. H. Munro, manager, and the employees of the Wild Goose Mining 

& Trading Co.; Japhet Lindeberg, president, and the employees of 

the Pioneer Mining Co.; the Cedric Ditch Co.; the Gold Beach Development Co.; the United Ditch Co.; W. L. Leland; J. E. Styers; 

Arthur Gibson; George M. Ashford, and Frank Waskey. In the 

Kougarok region: J. M. Davidson, president, and the employees of 

the Kougarok Mining & Ditch Co.; A. J. Stone, general manager, and 

the employees of the Taylor Creek Ditch Co.; Samuel Schram, 

manager, and the employees of the Pittsburg-Dick Creek Mining Co., 

and C. F. Merritt. In the Fairhaven district: Employees of the Fairhaven Water Co.; the Candle-Alaska Hydraulic Gold Mining Co., 

and L. A. Sundquist.

A considerable number of discharge measurements made by private 

engineers and others have been furnished to the Survey. Among 

those to whom special acknowledgment is due for furnishing data of 

this kind are C. H. Munro, W. H. Lanagan, A. B. Shutts, and R. G. 

Smith, of the Wild Goose Mining & Trading Co.; C. T. Law, of the 

Taylor Creek Ditch Co.; F. F. Miller and J. W. Warwick, of the Miocene Ditch Co., and H. M. Long and R. S. Dimmock, of the CandleAlaska Hydraulic Gold Mining Co.

Thanks are also due to the many gage readers scattered throughout 

the peninsula, who have rendered efficient service. Specific acknowledgment is given to each reader under the record of the particular 

station with which he was connected.
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE II

TYPICAL TOPOGRAPHY, SEWARD PENINSULA.
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE III

A. UPPER GRAND CENTRAL RIVER VALLEY.

B. GLACIATED VALLEY NEAR MOUNT OSBORNE.
TOPOGKAPHY. 13

Those not familiar with the conditions of travel in Seward Peninsula can not realize at what expense of toil and hardship Mr. Henshaw 

and his assistants have worked. The travel was practically all on 

foot, and as each engineer had many gaging stations to visit some of 

the journeys made were little short of marvelous. The field season 

is short, and the engineers felt in duty bound to collect the greatest 

number of records possible. They have shown a spirit of self sacrifice 

which does high credit to them as individuals and to the profession 

to which they belong.

TOPOGRAPHY.

By PHILIP S. SMITH.

Seward Peninsula forms the westernmost part of the mainland of 

Alaska. It lies just south of the Arctic Circle and has a maximum 

length east and west of about 225 miles and a width north and south 

of about 150 miles, including an area of about 20,000 square miles. 

The general features of this region are well shown by Plate I (in 

pocket) and by Plate II, but this graphic representation may be supplemented by brief verbal description.

The peninsula comprises three main topographic provinces a lowland skirting much of the coast, an elevated region with a relief up to 

about 2,000 feet (PL II), and a belt of mountains having a maximum 

elevation of 4,700 feet (PI. III). Although presenting these three 

different types of land forms, Seward Peninsula as a whole may be 

referred to the central plateau province of Alaska, which lies between 

the Alaskan or Pacific mountain system on the south and the Endicott 

or Rocky Mountain * system on the north.

The lowland province, which almost forms a girdle around the 

peninsula, shows by the character of its material that it was made by 

the deposition of stream and marine gravels on the floor of the sea 

and was subsequently uplifted, forming a coastal plain. This plain 

shows but slight relief, nowhere rising more than 300 feet above the 

sea, though its continuity is interrupted here and there, as at Topkok 

Head, Cape Nome, and Cape Prince of Wales, where the second province abuts on the coast. It is of recent origin, for it is but little dissected by the streams which flow across it. Its surface is covered 

with a rank growth of grass, but trees and even bushes are practically 

absent on the interstream areas, and stunted willows and alders form 

only a narrow fringe along the watercourses. Its width varies, but 

nowhere exceeds 25 miles.

By far the greater part of Seward Peninsula falls into the second 

physiographic division, the plateau province. This province is characterized by more or less elevated country, much dissected by streams, 

so that its general appearance is hilly. It occupies the northern and

i Brooks, A. H., Geography and geology of Alaska: Prof. Paper U. S. Geol. Survey No. 45,1906, PI. VJJ.
14 SUEFACE WATER SUPPLY OF SEWAED PENINSULA.

southern parts of the peninsula on either side of the mountain range. 

Collier * describes the portion south of the mountain as follows:

To the south of the mountains is, as already stated, a highland mass whose summits 

range from 800 to 3,000 feet in elevation. The slopes of this upland are in many places 

broken by well-marked benches. * * * This highland area is essentially one of 

irregular topography with no well-defined system of ridges. The watercourses flow 

in broad, deeply cut valleys, whose slopes ascend gradually to the divides. The 

summits are rounded, but are broken by numerous rocky knobs, many of which are 

carved into fantastic shapes. These castellated peaks are very characteristic features 

of the topography, and their preservation plainly indicates the absence of regional 

glaciation. * * * The general trend of the larger valleys is north and south, and 

these block out broad ridges, whose margins are scalloped by the minor tributaries.

Many of the so-called mountains in Seward Peninsula for instance, 

the York Mountains, in the western part are merely dissected remnants of the general plateau just described. If mountains of this 

class are excluded, there appear to be only three distinct mountain 

ranges in Seward Peninsula, and perhaps even this number should be 

reduced, for the Kigluaik-Bendeleben Mountains and the Darby 

Range may be continuous. The only other range is that joining the 

divide between Kiwalik and Buckland rivers. The highest points 

in this range do not exceed 2,600 feet, and* its average elevation is 

probably less than 2,000 feet.

The Kigluaik-Bendeleben Range has an average elevation of 3,000 

to 3,500 feet, the highest points rising more than 4,000 feet (PL III, 

B). The range seems to be characterized by a single main ridge; that 

is, the slopes culminate in a single continuous divide, containing all 

the highest points, with no equally elevated ridges approximately 

parallel to it. The ridge line is fairly straight and exhibits but few 

irregularities. In general the range is unsymmetrical, with the culminating points nearer the abrupt northern side than the more gentle 

southern slope. This lack of symmetry is particularly noticeable in 

the Kigluaik Mountains, but is not so marked in the Bendeleben 

Mountains, for in the latter the line joining the highest points is 

almost symmetrically placed^

As has already been noted, the Darby Mountains may be considered 

as a southward continuation of the Kigluaik and Bendeleben mountains. This range rises to an average height of 2,500 to 3,000 feet 

and has features practically the same as those in the KigluaikBendeleben Range already noted. The western slopes rise abruptly 

from a low plain not more than 400 feet above sea level, so that the 

relative relief is strong. The eastern slope is somewhat similar to the 

south side of the Kigluaik-Bendeleben Mountains, where the transition to the plateau province is not well marked, and the two grade into 

each other with no sharp line of demarcation.

The valleys in both these ranges have recently been occupied by 

alpine glaciers. These valleys are separated only by narrow ridges,

1 Collier, A. J., and others, The gold placers of parts of Seward Peninsula, Alaska: Bull. U. S. Geol. 

Survey No. 328,1908, p. 46.
CLIMATE. 15

and the knif elike character of many of the divides is perhaps the most 

striking feature of the mountains. Broad amphitheaters with nearly 

perpendicular cliffs rising a thousand feet or more at their heads are 

common in the mountain province and add much to the grandeur of 

the scenery. (See PI. III.)

The position and physical features of the mountains have an important bearing on the water supply. As is explained more fully on 

pages 31-32, the mountains receive a much heavier precipitation than 

the lower areas and therefore yield a greater amount of water. Not 

only is the precipitation greater, but the snow stored in the deep glacial cirques maintains a more constant run-off throughout the summer 

than is afforded by areas where the stream flow is directly dependent

upon the rainfall.

CLIMATE.

By F. F. HENSHAW and G. L. PARKER. 

GENERAL FEATURES.

The meteorologic records of Alaska as a whole indicate a great 

diversity of climatic conditions. Abbe 1 in his discussion of climate 

in Alaska shows very clearly this diversity and outlines systematically the general relations of temperature and precipitation between 

certain geographic subdivisions, termed " provinces." Seward Peninsula lies between the "Bering Sea coast climatic province" and the 

"Arctic coast climatic province," as designated by Abbe. His 

analysis shows that the climate in this region is subject to considerable local variation, and data obtained since 1906 confirm his conclusion. The records also show a greater local difference in precipitation than in temperature, which is no doubt due chiefly to the fact 

that two mountain ranges, the Kigluaik and the Bendeleben, intercept a large percentage of the moisture in the winds blowing from 

Bering Sea. The rainfall in the portion of the peninsula lying north 

of the mountains is similar to that in the northern arid province; and 

the rainfall in the southern portion, though less, is not greatly at 

variance with the amount contributed to the Bering coast. The precipitation in the mountainous areas, however, is considerably greater, 

as is shown principally by the run-off of streams that have their 

source in the mountains, and to a less extent by actual rainfall 

observations. Specific acknowledgment is made to the Weather 

Bureau of the Department of Agriculture for many of the instrumental records included in this report.

In the following pages an attempt has been made to collect available data concerning temperature and precipitation. The accompanying tables summarize the records made in the region from 1877 

to the close of 1910 and serve to show, in compact form, certain general characteristics that are considered in greater detail later.

»Abbe, Cleveland, jr., Prof. Paper U. S. Geol. Survey No. 45,1906, pp. 189-800,
18 SURFACE WATEE SUPPLY OF SEWARD PENINSULA.

Daily mean temperature (°F.) at Nome for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1Q

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

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

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

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

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

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

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

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

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

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

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

Mean .....

Jan.

- 5

7.5

6

18

22.5

25

21.5

21.5

27

28

19.5

15.5

2

- 9.5

-14

-10.5

-11

15

-10

-17.5

- 9

3

- 1

- 7

- 6.5

-18.5

-23

-18.5

-16.5

- .32

Feb.

1.5

12.5

16.5

12

- 2

3

- 9.5

8.5

10

12

4.5

8.5

8.5

7

6.5

6.5

- 9.5

-17.5

- 5.5

- 2.5

- 6.5

7.5

- 7.0

- 8.5

-16.5

-10

1.4

Mar.

_ o

-15

-18.5

-18.5

-18.5

-12.5

3

10

- 5

-12

4

18.5

11.5

13

18

18.5

12.5

0.5

2.5

1.5

2.5 -10

-12.5

-14. 5

-25.5

-16

-15

g

0

- 4

- 2.6

Apr.

0.5

10

5.5 -1.5

- 2.5

1.5

5

16

19

1Q

21.5

20

18

16

13.5

16.5

10

19.5

34

36

36.5

31

31.5

33.5

no

30

OQ

27

30

35

19.6

May.

36.5

38

36.5

35

33.5

28.5

25.5

29

32

32

29

28

30.5

34.5

39.5

37

37.5

35

38

47

46

39

44

39.5

32

V)

32

31.5

33.5

34.5

36.5

34.9

June.

34

35

39

45

40.5

45

43

43

42

39.5

38

38

45

41.5

40.5

49.5

50.5

51

46

45.5

46.5

37.5

43.5

41

42

42

41.5

42

41.5

40

42.3

July.o

052.6

Aug.

55.5

55

4f..5

50

43.5

48

47.5

49 5

53.5

45.5

47.5

47.5

48.5

54

62

57.5

51.5

48

50

53.5

58.5

57.5

50.5

51

49.5

48.5

47

40

48

46.5

43

50.4

Sept.

43

39.5

42

49.5

56

54

51.5

48.5

47

47.5

45

42

43

45

37.5

36.5

37.5

32

34

32

38

40.5

39

40

36

32.5

35

31

29.5

26

40.4

Oct.

28

24

26.5

28.5

25

28

29.5

34

35.5

29.5

27.5

26.5

21.5

20.5

22.5

23

24

27.5

26.5

26

24.5

29.5

33.5

34.5

35

33

29.5

26

26

27

22

27.6

Nov.

19

17

19

15.5

14

25.5

2928"

25.5

24.5

26

31

29

25.5

24.5

23.5

11

13

20

13

12

6.5

8

15.5

9.5

3

- 6.5

0.5

- 0.5

7

16.3

Dec.

7.5

10.5

11

14.5

9

6.5

11

0.5

6

3

-12.5

-16.5

- 3.5

0

- 6.5

- 5

- 3.5

6.5

14

1

- 8.5

-17

-23

-18

3

23

23

4.5

-15.5

13

18-5

1.5

« Daily values for July are not available. 

Daily mean temperature (°F.) at Nome for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

15.. ..i..........

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Mean.....

Jan.

21

13.5

3.5

16

21

4.5

O

-22

- 7.5

-11.5

-14.5

6

8

22.5

11.5

6.5

-10

-20.5

-20.5

-15

6

g

-10.5

-26

oo

-24

-25

-28

-23

-23

-24.5

- 6.0

Feb.

-32

01

-13.5

3.5

- 2.5

- 4.5

0

6.5

18

21.5

7

E

-13.5

- 3.5

1

5

11

19

9

10

7

Q K

2.5

0.5

7.5

11.5

11

7.5

1.9

Mar.

- 5

2

e

- 5

-10.5

- 7

- 6.5

- 2

- 5.5

5

6

f> C

- 5

0

1Q

26

20.5

3

C

16

OC

26

26

21.5

18.5

16.5

g

5

- 0.5

-11

-13

5

6.1

Apr.

17

6

0.5

- 8

«. O

_. Q

- 5

1

- 8

- 6.5

-^ Q

- 8

- 2.5

1.5

0.5

- 1

8

C

5.5

7.0

7

E

9 0

o e

1O 1!

OO K

27.5

15

g

15

OO

35.5

5.9

May.

28.5

16

18.5

28.5

31.5

23.5

26.5

33.5

34.5 q-i

24

on

36.5

37.5

33.5

34

oe

09

34

QE

07

45

44 5

44.5

OE

34 5

35.5

35.5

32.2

June.

38.5

42.5

39.5

37

37

41.5

41.5

37

35.5

33.5

34

35.5

35.5

36

07

33.5

38

40.5

40 5

40

40

00

43.5

49.5

At)

47.5

48

48.5

51

39.9

July.

48

51.5

51.5

47

44.5

42.5

41

39.5

Aft C

44 5

45.5

47.5

45

44 5

47

43.5

41.5

43.5

48.5

47.5

49

48.5

48.5

46 5

45.5

50.5

45

45

47

45.8

Aug.

46

47

41

39.5

42.5

44

45

43

46

51

CO

51

48.5

46

48

47.5

43

45.5

51

51

56.5

52

48

Kf|

55.5

57

52

50

53.5.

48. 3

Sept.

53.5

51

51

46

44.5

53

55.5

50.4

52.5

J.Q

46

48.5

48

Id 5

43.5

34.5

33

OK

10

44

45

44 5

45.5

43.5

43

44

if) 1

34

44.8

Oct.

33.5

on

26.5

29

27.5

28.5

30

33.5

36

35

34

36.5

34.5

30.5

29

wi

07 c

36.5

0* K

28.5

9.1 5

21

14.5

15.5

16

Ofi

Oft

00

20

21.5

29

2&4

Nov.

29

34

29

28.5

20.5

19

16

25

25

26

OC S

12

1

0.5

8

8

OQ E

27.5

30

28

20

10

9.5

11.5

11

17.5

26.5

25.5

ifi

26.5

20.1

Dec.o

....

....

o.56

«* Daily value? for December are pot available.
CLIMATE. 19

PBECIPITATION.

When stream-gaging work was begun in the spring of 1906 it was 

necessary to obtain records of the rainfall at several places in order 

to find out the average precipitation over the general region. For 

this purpose precipitation stations were established at Nome, on the 

southern coast of the peninsula; at Salmon Lake, about 40 miles 

inland, south of the Kigluaik Mountains; at claim "No. 15 above," 

on Ophir Creek, near Council, in the eastern part of the region; and 

at Deering, on the northern coast of the peninsula. No records, 

however, were kept at Deering, and therefore all the data procured 

in 1906 were obtained from the area south of the mountains. In 

1907 rain gages were placed at Black Point, near the head of Nome 

River; at the forks of Grand Central River, in the heart of the 

Kigluaik Mountains; and at Shelton and Taylor, north of the 

mountains. In 1908 the scope of the observations was extended 

and rainfall stations were established from the southern to the 

northern coast of the peninsula. Additional gages were placed at 

Iron Creek, near the east end of the Kigluaik Mountains; on Budd 

Creek, a tributary of American River; and at Candle, near the coast 

of Kotzebue Sound. In 1909 records were taken at Dahl instead of 

at Shelton. These stations were established by the Geological Survey and the equipment was furnished by the Weather Bureau. All 

records were kept by volunteer observers.

The location of these stations is shown on Plate I (in pocket) and 

other information in regard to them is summarized in the following

table.

Seward Peninsula precipitation stations.

Station.

Ophir..............

Black Point........

Grand Central .....

Dahl...............

Budd Creek. .......

Designation 

on

Plate I.

A

B

C

D

E

F

G

H

I

J

K

Latitude.

O 1

64 59

64 51

64 58

6464

65 00

65 13

65 22

65 42

65 38

65 55

Longitude.

o t

163 39

165 16

165 14

164 56

16439

16448

164 41

164 48

165 23

161 56

Elevation

above 

sea

level

(feet).

40

200

575

690

445

290

60

280

550

320

20

Observers.

W. H. Sirdevan.

Cornelius Edmunds, Fred

Walford, and P. B. Chapman.

Donworth.

Lorimer.

J. A. White..................

Schraeder.

K. 8. Dimmick.

Date of 

records."

ionfi_Qin

1906, 1909, 1910.

1908,1909,1910.

1907,1908,1909.

1906,1907.

1908,1909.

ion? ions

1909,1910.

1907, 1908.

ions

ions iono loin

o The only continuous records available are those at Nome, which extend from June 14, 1906, to date. 

The records at the other stations, in most part, were kept only during the summer months.

The results of the observations made at these stations have been 

tabulated below in order to show both the daily and the monthly
20 SUEFACE WATEE SUPPLY OF SEWAED PENINSULA.

precipitation. The tables of daily precipitation are of particular 

value, for they permit direct comparison with the daily discharge 

measurements of the streams given on pages 68-249. (See fig. 1.)

GrandGsntral Riv 

the. -Forks 

inagejarea I4-.6 

miles

ar LanesLandi 

area 1750 square m

JUNE JULY AUG. SEPT. 

FIGURE 1. Hydrograph of typical streams and rainfall stations on Seward Peninsula for 1908.

The summaries by years of monthly precipitation are important in 

showing the local variation in different parts of the peninsula and 

the difference in the precipitation of successive years.
CL1MAMS. §1 

J)aily precipitation, in inches, at stations in Seward Peninsula, I$d6 lo i9lO, inclusive.

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..........

Total. 

Snowfall, in

Day.

1. .........

2.........

3..........

4..........

5..........

6. .........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

July, 1906.

Nome.

o0.52 

.37 

.92 

.14

.04

.08

.27

04

2.38

January, 

1907.

Salmon 

Lake.

0.12 

.35

.35

.10

.17 

2.32 

.31 

.25

.35

.25

.35

4.92

Ophir.

0.02

.23 

1.30 

.19

.85

.01

.02

.01

.02

.02

.01

.01

.01

.60 

.25

.01

.oi

3.57

August.

Nome.

0.07

6.41 

Trace.

.80

.22

.04

<tn

.14

.15

2.50

j^! March. April. May.

Nome.

0.13

.40

.95

.23

.07

.26

.28

...... 0.52 ......

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

...... .36 ......

...... .87 ......

0.05

.03

.39

.08 

.12

.09

.04

Salmon 

Lake.

0.17

.07

.23

.28

.29

.10

.10

.57

.50

.01

.78

.23

3.33

Ophir.

0.01 

.05

.03

.08

.12

.01

.31

.31

.22

.05 

40

qo

1.91

September.

Nome.

0.04

.12

.01

.14 

.16 

.23

.28 

.04

1.02

June.

Nome.

0.05 

.08

Black 

Point.

<*0.07

d.ll

Salmon 

Lake.

Salmon 

Lake.

0.14

.01

.03

.01

.28 

1.06

.99 

.55

.16

.03

3.26

October.

November.

December.

Nome.

0.14

.13

.09

23

.93

0.20

.12

.32

0.17

1

.74 

.24

.08

.38

.30

1.91 

20.8

July.

Nome.

0.03

.48 

.30 

.01

.03 

.02 

.07 

.01

Black 

Point.

0.12

.35 

.13 

.14

.02 

.05 

.07 

.04 

.02

Salmon 

Lake.

0.54

.10

.10

.12

.10 

.10

Grand 

Central.

<*0. 12

<U4

.12 

.16 

.07 

.13 

.11

r; the snowfall was not

a Total, July 1-7.

6 Total, Aug. 6-7.

cMost of the precipitation for October and November was in the form of snow; the 

measured. During June there was no measurable precipitation at any of the stations.

<* Estimated -by comparison of stations.

« July 10 to 16 the total was 0.66: July 17 to 25 the total was 1.49.

These amounts were distributed in proportion to the amount of rainfall at Black Point and Salmon 

Lake.
SUfiFACE WATER StTPfLY OP SEWABt)

Daily precipitations, in inches, at stations in Seward Peninsula, 1906 to 1910, inclusive 

Continued.

Day.

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

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

2%. .............

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

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

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

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

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

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

$&.. ............

81..............

Total....

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

80..............

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

Total..... 

Snowfall, in

June, 1908»

Nome.

P. 90

Black 

Point.

O.S7

Shelton.

0.44

July.

Nome.

0.01

Tr.

.02

.07

.80

.37

2.10

Black 

Point.

0.05

.04

.06

.82

.78

2.30

August, 1908, contd.

Grand Central.

0.13

.52

1.70

.20

.70

.20

.39

.67

.30

.80

.60

6.21

Iron 

Creek.

0.42

.13

.24

.06

.11

.29

.02

1.27

Taylor.

0.25

.35

.09

Tr.

.15

Tr.

Tr.

.15

Tr.

.12

1.11

Budd 

Creek.

0.18

.44

30

.10

.18

.12

.18

.37

1.87

Candle.o

0.10

Tr.

.03

.02

.04 

.10

Tr.

.15

6.50

Grand Central.

0.15

1.20

1.50

4.02

Iron 

Creek.

0.06

.79

.56

1.67

Shelton.

0.01

.14

.10

.40

1.32

Taylor.

Tr. 

0.11

Tr.

.45

.68

Budd 

Creek.

0.30

.21

.69

August.

Nome.

0.07 

.41 

.05

37

2.92

September.

Nome.

0.16

Tr.

.07

Tr.

.12

Tr.

Tr.

.08

.09

.52

Black 

Point.

0.12

.27

.10

.01

.05

.08

.63 

3.9

Grand 

Central.

0.16

.24

.32

Tr.

.72 

9.0

Iron

Creek.

Tr.

0.14

.16

Tr.

.30 

3.4

Taylor.

0.14

.09

c.23

Candle.

Tr. 

0.16

.04

<J.20

Black 

Point.

0.16 

.37 

.09 

.02

.34

3.42

October.

Nome.

0.05 

.05

.25

.02 

.11

.45

.04 

.16

1.13 

10.5

a Gage installed Aug. 10. 

» Aug. 11-31.

c Sept. 1-10. 

< Sept. 1-9.
CLiMATJB.

Daily precipitation, in inches, at stations in Seward Peninsula, 1906 to 1910, inclusiveContinued.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Total.... 

Snowfall, in

November, 

1908.

0.04

.07

Tr.

.10

Tr.

.05

.26 

3.5

December.

1

0.13

04

.11

.08

.17

.22

.75 

11.75

Januuary, 

1909.

»Iome.

0.08

.12

.17

.37 

^» n

February.

0.06

.07

.13 

2.0

March.

0.16

05

.21 

*> 7>;

Ap

Nome.

0.11

.05

.14

.08

.07

.45 

5.0

ril.

Candle.

0.08

ni

.15

.02

.28 

Tr.

Nome.

0.06

.09

.15 

Tr.

May.

Iron

Creek.

0.04

.01

.01

.01

.01

.03

.09

.03

.03

.03

Tr.

.26 

Tr.

Candle.

6.07

.07 

Tr.

Ju

Nome.

6.08

.02

.03

.18

.57

.88

ne.

Black 

Point.

Tr.

0.05

Tr.

.03

.02

.07

.13

.75

.01

1.06

Day.

1..........

2..........

3..........

4..........

S. .........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13.......... 

14..........

15..........

June, 1909, con.

Iron 

Creek.

Tr.

Tr.

Tr.

Tr.

Candle.

Tr.

0.03

.05

Tr. 

.03

.08

July.

Nome.0

0.42

Black 

Point.

0.00 

.. .16

.18

.05

.04

Ophir.

........

Candle.

Tr.

0.11 

.42

.12

August.

Nome.

0.33 

.28

.11 

.38 

.13

.24 

.03

Black 

Point.

0.42

.22 

Tr.

.07

.72 

.22

.02

.10

Ophir.

0.40

.09

.40 

.58

.20

Dahl.

0.10 

.01

.05 

.04

Candle.

Tr.

0.36 

.02

Tr. 

Tr.

.40

> The daily values for July at Nome are incomplete, but tbe monthly total is correct.
26 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Daily precipitation, in inches, at stations in Seward Peninsula, 1906 to 1910, inclusive 

Continued.

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Total.

June, 1909, con.

Iron

Creek.

0.02

.04

o.06

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

Total.... 

Snowfall, in

Candle.

0.32

.03

.12

.05

.02

.84

July.

Nome.

0.02 

.02

.04

.82

Black 

Point.

0.03

.02

.07

.64

Ophir

0.00

Candle.

0.04

.05

.07

.81

September, 1909.

Nome.

0.04 

04

.11 

.05

.28

.05

.16

.15

.96

Black 

Point

0.02

Tr.

.17

,14

.01

.24

d.72

Grand Central.

0.01 

.14

.02 

.10

«.27

Ophir.

.......

0.49

.14

Tr.

1.26

Dahl.

0.01

.05

.03

.09

Candle.

........

0.12 

.11

.07

.07

.05

.02

Tr.

.01

.02

.47

August

*.

0.11 

.05

1.66

Black 

Point.

0.02

.08

1.87

October.

Nome.

.......

0.05

.18

.10

.11

.24

.39

.28

.10

1.45 

1.5

Candle.

.......

Tr.

0.01

.14

.15 

1

Ophir.

0.12 

.02 .

1.81

November.

Nome.

Tr.

"Tr."

0.18

.09

.15

.26

.17

.23

Tr.

.08

1.16 

14

Ophir.

......

2.04 

29

Dahl.

0.01

.21

Candle.

Tr.

0.05

Tr.

.83

December.

Nome

0.08

.13

.06

Tr.

.15

.06

.31

.. .15

.08

Tr.

.20

1.22 

16

Ophir. (»)

.......

2.58 

27

 Accuracy of record doubtful. 

6 Daily values not available. 

e Water equivalent of snow.

<J Total, September 1-21. 

« Total, September 1-14
CLIMATE. 27

Daily precipitation, in inches, at stations in Seward Peninsula, 1906 to 1910, inclusive 

Continued.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Total.... 

Snowfall, in

January, 1910.

Nome.

.07

.06

.09

.15

.16

.19

.94 

13

Ophir. (a)

2.05 

27

Dahl.

0.65

.32

.62

.12

2.19

February.

Nome.

0.23

Tr.

.09

.32 

3

Ophir. («)

0.29 

3.2

March.

Nome.

Tr.

0.11

03

.09

Tr.

.23

2.4

Ophir.

(«)

0.35 

5.8

April.

Nome.

0.11

.11

.27

.49 

5

Ophir. 

W

0.55

7

May.

Nome.

0.12

.03

.06

Tr.

.16

.13

.06

.07

.07

.10

.11

.12

1.03

Ophir.

(a)

0.40

Dahl.

i.66

.02

.04

1.06

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

June, 1910.

Nome.

0.05

.03

.ig

.07

.04

.02 

.04

.21

.39 

.09

.23

Candle.

0.30

Tr.

......

......

Tr.

.35

Tr.

.22 

Tr.

.17

July.

Nome.

0.15

.09 

.04

.04 

.05

.04 

.06

""."OS"

.04

.25

.15

i.oe

Black 

Point.

......

......

......

......

Candle.

......

......

......

"T'T"

0.25

.10

.20

.80

August.

Nome.

""6~3i"

.07

.20 

.03

.04

"""64"

.03 

.03

.21

.57

.18

.07

Black 

Point.

"o.'oi"

.01

.03

.22 

.05 

.02 

.14

"."os"

.05

.16

.21

.40

.66

.08

September.

Nome.

0.30 

.08

.....04

1.14 

.28 

.68 

.02

.02

........

Black 

Point.

0.47 

.34

1.87 

1.90 

.85 

.03

......

......

.05

Candle.

0.32

.15

.10

.15

.04

......

......

......

October.

November.December.a

Nome.

......

......

"o.'if"

.13 

.30

"."69"

.21

.10

......

0.06 

.06

.06

......

"."62" 

.01

.08

.22

"Tr."

.06

......

......

......

......

......

......

a Daily values not available.
STT&FACE WATER SUPPLY OF SEWARD

Daily precipitation, in inches, at stations in Seward Peninsula, 1906 to 1910, inclusive-*-

Continued.

Day.

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

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

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

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

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

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

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

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

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

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

31.... ......

Total.. 

Snowfall, in

June, 1910.

Nome.

0.04 

.08

.07

.04

1.59

Candle.

0.02

'".U

1.20

July.

Nome.

0.04

.38

.15

""."39"

.31

.28

3.57

Black 

Point.

0.11

.12

.06 

.14

AC

.27

.01

o.79

Candle.

0.10 

.10

......

10

1.68

August.

Nome.

""6." 07~ 

.13 

.37 

.06

.13

.07

2.61

Black 

Point.

6.6s"

.28 

.16

".'62'

.03

.05

.05

2.79

September.

Nome.

0.37 

.26 

.62 

.16 

.07

.02

4.06

Black 

Point.

0.60 

1.04 

1.52 

.51 

.30

.10

9.58

Candle.

Tr. 

0.25 

.05 

.15 

.02

1.23

October.

November.December.

Nome.

......

0.04

04

1.08

......

Tr. 

0.06

.12 

.24

.99 

10.8

......

."."I"

0.56 

4.8

o Total for July 22-31.

NOTE. Monthly totals for Ophir from June to September may be found in the table below, giving a 

summary of monthly precipitation.

Summary of monthly precipitation, in inches, at stations in Seward Peninsula, 1906-

1910, inclusive.

Station and year.

Nome: 

1906.............

1907.............

1908.............

1909.............

1910.............

Mean .............

Ophir: 

1906.............

1909.............

1910.............

Mean

Black Point: 

1907............. 

1908.............

1909.............

1910.............

Mean..............

Grand Central: 

1G07.. ........... 

1908.............

Salmon Lake: 

1906.............

1907.............

Mean..............

Iron Creek: 

1908.............

1909.............

Shelton: 

1907.............

1908.............

Jan.

2.64

.43

.37

.94

1.10

2.05

Feb.

1.46

.76

.13

.32

.67

.29

......

Mar.

3.37

1.19

.21

.23

1.25

.35

......

......

Apr.

0.10

.45

.49

.26

.55

......

May.

i.12

.19

.15

1.03

.62

.40

"."46"

......

......

......

.26

June.

1.31

.90

.88

1.59

1.17

6.16

2.62 

.57

1.06

1.42

2.31

a. 06

.44

July.

2.38

2.08

2.10

.82

3.57

2.19

3.57

00

3.68

2.42

1.94 

2.30

.64

<*.79

dl.63

3.61 

4.02

3.82

4.92

1.79

3.36

1.67

.71

1.32

Aug.

2.50

2.68

2.92

1.66

2.61

2.47

1.91

1.81

2.28

2.00

2.85 

3.42

1.87

2.79

2.73

7.19 

6.21

6.70

3.33

3.65

3.49

1.27

1.33

Sept.

1.02

1.41

.52

.96

4.06

1.59

1.26

2.36

3.26 

.63

9.58

^4.49

5.06 

.72

2.89

3.26

2.26

2.76

.30

.47

Oct.

0.93

.16

1.13

1.45

1.08

95

ol.50

......

Nov.

0.32

.06

.26

1.16

.99

.56

2.04

......

Dec.

1.91

.30

.75

1.22

.56

.95

2.58

For

period.

9.06

16.69

11.17

9.46

17.47

13.78

5.48

9.19

12.12

10.67

7.32

4.29

13.16

15.86 

10.95

13.41

11.51

10.01

........

3.24

.32

2.51

1.76

a Accuracy of records doubtful, 

i Estimated by the observer. 

« Sept. 1-21, inclusive.

d July 22-31, inclusive.

' Partial months not included in mean.
CLIMATE. 29

Summary of monthly precipitation, in inches, at stations in Seward Peninsula, 1906- 

1910, inclusive Continued.

Station and year.

Dahl: 

1909.............

1910.............

Taylor: 

1907.............

1908.............

Mean. .............

Budd Creek: 

1908.............

Candle: 

1908.............

1909.............

1910.............

Mean, 1909-10......

Jan.

(.20)

Feb.

(0.07)

Mar.

(0.11)

......

Apr.

0.28

......

May.

i.oe

.07

......

June.

0.84

1.20

1.02

July.

0.66

fia

.67

.69

.81

1.68

1.24

Aug.

0 91

1.11

1.04

1.87

6.50

.83

(1.16)

(1.00)

Sept.

0.09

1.17

e.20

.47

1.23

.85

Oct.

0.15

......

Nov.

(0.63)

......

Dec.

(0.66)

......

For 

period.

0.30

2.79

2.02

2.56

5.12

5.27

........

a Sept. 1-10, inclusive. & Aug. 11-31, inclusive. c Sept. 1-9, inclusive. 

NOTE. Values in parentheses are estimated by a comparison with the Nome data.

An analysis of stream-flow records makes possible a determination 

of the amount of water which, flows from a basin in which a gaging 

station has been maintained. When this run-off is computed as depth 

in inches on the drainage area, it is directly comparable with precipitation records obtained in the same area, if the loss due to evaporation 

is taken into consideration. The discharge of the streams in Seward 

Peninsula during the period, between the break-up and the freeze-up 

represents practically the total flow for the year, as the ice prevailing 

throughout the winter permits only a small underflow for that period. 

The following table summarizes the run-off of representative streams 

in the peninsula for the years covered by records. It is of value as an 

indirect index of the precipitation and serves to supplement the meager 

rainfall data available.

Summary of monthly run-off, in indies, at principal gaging stations in Seward Peninsula,

1906 to 1910, inclusive.

Station and 

year.

Ophir Creek, at 

Canyon-ditch 

intake: 

1909........

Pargon River,& 

at ditch intake: 

1909........

Nome River, at 

Miocene intake:* 

1906........

1907........

1908........ 

1909........

Mean. ........

Jan.

......

Feb.

......

Mar.

......

Apr.

......

May.

......

June.

el.62 

«3.93

July.

0.83

1.97

4.25

5.11

1.19 

2.16

3.18

Aug.

0.85

1.38

3.88

2.59

3.36 

1.19

2.75

Sept.

aO.60

0.63

4 SS

4 91

*1.30

.92

/a. 57

Oct.

......

Nov. Dec.

......

For 

period.

2.28

4.03

13.01

12.61

7.47 

8.20

a Sept 1 to 25, inclusive. « June 20 to 30, inclusive. 

& Natural discharge. 3 Sept. 1 to 22, inclusive.

< June 15 to 30, inclusive.

/ Partial months not included in mean.
30 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Summary of monthly run-off, in inches, at principal gaging stations in Seward Peninsula, 

1906 to 1910, inclusive Continued.

Station and 

year.

Nome River, at 

Pioneer intakes 

1908

1909........ 

1910........

Grand Central 

River below 

the forks: iQnfi

1908........

1909........

1910?.......

Kruzgamepa 

River, at outlet of Salmon 

Lake: 

1906........

1907........

1908........

1909........

1910........

Mean........ .

Kuzitrin River, 

at Lanes 

Landing: * 

1908........

1909........

1910........

Mean. ........

Eougarok 

River, at 

H o m estakeditch intake:" 

1907........

1908........

1909........

Mean.........

Kougarok 

River, above 

Coarse Gold 

Creek: 

1907........

1908........

1909........

Mean. ........

G oodhope 

River, below 

Esperanza 

Creek: 

1909........

Kiwalik River, 

below Candle 

Creek: 

1909........

Jan.

(1.10

( .96

( .82

( .82

( 69

( .88

Feb.

0.74)

.74)

.65)

.62)

.56)

( -66)

Mar.

0.69)

6ff\

69)

.55)

.55)

( -63)

Apr.

0.57)

54)

.54)

.54)

.54)

( -57)

May.

....

12.19

6.96

5.67

4.77

2.58

6.43

a 79

tl.53

June.

c5.91 

11.03

«2.00

Ml. 97

14.73

24.88

9.72

11.60

10.06

14.20

2.26

2.71

2.94

P. 61

P. 41

«.10

July.

1.21

2.93 

9.57

4.57

14 64

4.95

7.98

26.40

7.90

7.62

2.58

4.78

14.00

7.38

.27

.44

1 fil

.84

«.18

.24

d.20

.17

.14

.29

.20

.23

.20

Aug.

3.80

1.20 

5.45

3.48

6.73

9.71

4.18

12.68

8.32

3.66

4.76

4.10

2.04

6.77

4.27

.40

.24

1.24

.63

.60

.14

.32

.35

.65

.15

.40

.12

.14

Sept.

61.45

.94 

9.32

d5.13

9.25

4.02

/1. 70

d6.64

6.19

6.49

2.14

1.44

12.97

5.85

.24

.20

1.75

.73

nl.34

S.08

»1.14

r.07

 .07

.06

Oct.

(2.88)

n (\K\

1.10

.96

2.64

1.93

Z.09

Nov.

(1.46)

(1.19)

.90

.SO

(1.20)

1.11

Dec.

(1.23)

( -96)

( .89)

.69

( .82)

.92

For 

period.

6.46

10.98 

35.37

32.62

18.68

13.86

51.05

53.44

57.85

29.80

29.61

53.38

44.83

 

3.17

5.31

10.26

2.12

.38

1.25

1.96

.36

.70

.52

.40

NOTE. Values in parentheses are estimated.

« Natural discharge. 

6 Sept. 1 to 22, inclusive, 

c June 10 to 30, inclusive. 

d Partial months not included in mean. 

t June 24 to 30, inclusive. 

/Sept. 1 to 21, inclusive.

a Estimated from discharge of Kruzgamepa River 

at outlet of Salmon Lake. 

ft June 15 to 30, inclusive. 

i Lanes Landing and Shelton are identical.

/ May 19 to 31, inclusive.

* May 22 to 31, inclusive. 

J Oct. 1 to 8, inclusive. 

TO July 15 to 31, inclusive. 

» Sept. 1 to 20, inclusive, 

o Sept. 1 to 10, inclusive. 

p June 20 to 30, inclusive. 

t Sept. 1 to 16, inclusive. 

r Sept. 1 to 12, inclusive.

* Sept. 1 to 26, inclusive.
CLIMATE. 31

From the foregoing observations on the precipitation certain facts 

of significance have been determined One of the most notable features is that the larger part of the precipitation a| all stations occurs 

during the summer, from the last of May to the middle of October. 

Various estimates show that from two-thirds to three-fourths or more 

of the total yearly precipitation occurs during these months. For this 

reason the summer visitor gains the impression that the rainfall in this 

region is much greater than it actually is.

The average yearly precipitation at Nome since 1906 is 13.78 

inches and the average yearly run-off of Krazgamepa River at the 

outlet of Salmon Lake for 1906-1910 is 44.83 inches. The greater 

part of the drainage "area of Kruzgamepa River lies within the Kigluaik Mountains, and it is safe to assume that the average yearly 

precipitation in the mountains for this same period exceeds 50 

inches. The partly estimated precipitation at Candle for 1909 of 

5.12 niches is a little over 50 per cent of that at Nome and only 17 

per cent of the run-off of Kruzgamepa River for that year.

Totals for periods during which rainfall records were kept at the 

several stations have been compared with the totals for the same 

periods at Nome. The following list gives the average relation so 

determined in approximate percentages of the precipitation at 

Nome:

Ophir, slightly greater. 

Black Point, about 130 per cent. 

Grand Central, about 220 per cent. 

Salmon Lake, about 160 per cent. 

Shelton, about 50 per cent. 

Taylor, about 40 per cent. 

Candle, about 50 per cent.

A similar study of the run-off can be made only at those stations 

where the records extend from the break-up to the freeze-up. The 

average yearly run-off of Kruzgamepa River at the outlet of Salmon 

Lake for 1906-1910 is about 320 per cent and that of Kuzitrin River 

at Lanes Landing for 1909-10 is between 55 and 60 per cent of the 

average yearly precipitation at Nome for similar periods. The 

latter percentage is probably small, because it does not include the 

winter flow of the Kuzitrin, which, however, represents only a small 

percentage of the total flow. The winter flow of the Kruzgamepa 

was estimated. It is interesting to note that the run-off of Kuzitrin 

River at Lanes Landing or Shelton is a greater percentage of the 

precipitation at Nome than that given above for the rainfall station 

at the same place. This discrepancy can be accounted for by the 

fact that the precipitation is heavier in the higher areas within the 

drainage basin than at Shelton. The whole region is subject to
32 SURFACE WATEB SUPPLY OF SB WARD PENINSULA.

local showers and storms, many of which are heavy in one valley and 

not felt in the next, and the precipitation from a general storm may 

be very unequally, distributed. The percentages given above may 

therefore be considerably in error, especially as many of them were 

determined from records covering short periods.

The lack of uniformity in the amount of precipitation falling in 

different parts of the peninsula is probably due to the fact that 

southerly winds bring the heaviest rains and lose most of their 

moisture in passing over the mountains. In the summer of 1907 

76 per cent of the rainfall at Grand Central was accompanied by 

winds from the southern quadrant, whereas only 40 per cent of the 

rainfall at Taylor was accompanied by winds from the same quadrant. 

The percentages for the other stations range between these 

extremes.

The precipitation and run-off data show that 1906, 1907, and 1910 

were years of fairly good water supply and that 1908 and 1909 were 

years of drought. The total precipitation at Nome in 1909, 9.46 

inches, is 69 per cent of the average for the period covered by records 

and only 54 per cent of the maximum of 17.47 inches which occurred 

in 1910. The same comparison applied to the runoff data of Kruzgamepa River for the same years gives percentages of 66 and 55 

respectively. The maximum yearly run-off of the river from 1906 

to 1910, however, was 57.85 inches, in 1907.

DESCRIPTIVE GEOLOGY.

By PHILIP S. SMITH.

The many different rocks and deposits in Seward Peninsula may 

be grouped into three main divisions which, for convenience, will be 

called the sedimentary rocks, the igneous rocks, and the unconsolidated deposits. Each division is composed of several different 

members; for example, the sedimentary rocks consist of metamorphic 

and nonmetamorphic rocks, and these may be further subdivided, 

according to their lithology or structure, into schists, limestones, 

slates, sandstones, and conglomerates. It is not intended, however, 

to present in this paper, a detailed geologic report on Seward Peninsula, and the reader who desires that information should consult the 

publications of the United States Geological Survey primarily 

devoted to that subject. 1

i The following are of greatest general importance, though the yearly "progress reports" are of value: 

Collier, A. J., Hess, F. L., Smith, P. S., and Brooks, A. H., The gold placers of parts of Seward Peninsula, 

Alaska: Bull. U. S. Geol. Survey No. 328,1908,343 pp. Moffit, F. H., The Fairhaven gold placers, Seward 

Peninsula, Alaska: Bull. U. S. Geol. Survey No. 247, 1905, 85 pp. Smith, P. S., Geology and mineral 

resources of the Solomon and Casadepaga quadrangles, Alaska: Bull. U. S. Geol. Survey No. 433, 1010, 2SW 

pp. Smith, P. S., and Eakin, H. M., A geologic reconnaissance in southeastern Seward Peninsula and 

the Norton Bay-Nulato region, Alaska: Boll. U. S. Geol. Survey No. 449,1911,146 pp.
U. S. GEOLOGICAL SURVEY 

GEORGE OTIS SMITH, DIRECTOR WATER-SUPPLY PAPER 314 PLATE IV

Scale 1.500,0 oo Slecgel. 

10 5 o 10 20 30 toMiles

LEGEND 

SEDIMENTARY ROCKS

PiLate basic effusives

Granitic intrnsives I s o

Coal mine

GEOLOGIC MAP OF SEWARD PENINSULA, ALASKA

Compiled and arranged by Philip S. Smith

DESCRIPTIVE GEOLOGY. ' 33 

SEDIMENTARY ROCKSThe general distribution of the rocks that have been mapped in 

Seward Peninsula is shown in Plate IV. On this map the sedimentary rocks have been grouped in four divisions. These are, commencing with the oldest, the Kigluaik group, the undifferentiated 

schists, the Paleozoic limestones, and the Cretaceous and Tertiary 

conglomerates and sandstones.

The Kigluaik group consists of gneiss overlain by a heavy limestone, which, in turn, is overlain by bio title and graphitic schists. 

It is most extensively developed in the Eagluaik and Bendeleben 

mountains, but some of the areas mapped as undifferentiated schist 

may include also members of this group. The sedimentary rocks of 

which it is composed are cut by granitic and basic dikes and stocks. 

The rocks show a complex history, inasmuch as an unconformity has 

been recognized between the lower and upper members. The lower 

limit of the Kigluaik is not known, and the group probably represents the oldest sedimentary rocks exposed in the region. No definite age has been assigned to the group except that it is undoubtedly 

pre-Ordovician. It is possible that it may even be pre-Cambrian.

The undifferentiated schists, as their name implies, are metamorphic rocks of complex origin, the stratigraphy of which has not 

been adequately determined and which, therefore, probably contain 

representatives of both higher and lower horizons. They are mainly 

quartzose chloritic schists, but include some subordinate limestones 

and some undistinguishable sheared igneous rocks. They occupy 

a greater area than any other of the rock divisions. The dominant 

structure is cleavage, so that in places precise determination of the 

attitude of the rocks is impossible. The topographic forms produced 

by the schists are not striking except where they stand at the summits of ridges, on which they form remarkable pinnacles.

Although these schists contain diverse members, it is believed that 

the larger part of them are older than the next higher division, and 

they may therefore be regarded as in part equivalent to the Eagluaik 

group. Mofl&fc,1 who has made the most detailed study of the undifferentiated rocks south of the Kigluaik Mountains, has stated that 

the schists at the head of Nome and Sinuk rivers probably overlie 

the Kigluaik group unconformably. If this is true it may mean that 

these rocks too are pre-Cambrian. Although there is no definite 

way of determining the lower limit of these rocks it seems probable 

that the schists as a whole are pre-Ordovician. The gold of most 

of the placers of Seward Peninsula has been derived from these schists.

»Moffltt, F. H., The Nome region: Bull. U. S. Geol. Survey No. 314,1907, pp. 128-129. 

63851° WSP 314 13 3
34 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

In the western part of the peninsula, forming an area of 1,400 

square miles, is a thick series of gray limestones which seem in places 

to overlie conformably schists belonging to the group of undifferentiated rocks. The structure of this area is complex, and the stratigraphy has not been determined. Collier 1 originally called this 

series of gray rocks the Port Clarence limestone and assigned it to 

Ordovician and Silurian time. Subsequent studies, however, have 

shown that these rocks have a much greater range in time than was 

at first supposed, and in the typical Port Clarence region late Cambrian fossils have been reported from them by Kindle. Correlations 

by other observers in remote portions of the field have referred to 

this series certain limestones of Devonian and Carboniferous age, and 

these inexact correlations indicate that more field work will be necessary to map satisfactorily the various members of this division. In 

the present report it has been necessary to group these diverse strata 

together under the head ''Paleozoic limestones." Although this 

grouping obscures in a measure the precise geology of the region it 

serves to bring lithologically similar rocks together, and it also, in a 

broad way, permits the generalization that the heavy limestones, 

taken as a whole,.lie above the schists, in general unconformably.

The following summary of the general character of the limestone 

in the western part of the peninsula was prepared by Knopf: 2

Here it comprises a thick volume of thin-bedded limestones of dense texture, generally unaffected by metamorphism. Four types of rock can be discriminated an 

ash-gray variety, a dark lead-gray variety, magnesian and tremolitic phases, and an 

argillaceous banded variety. The first two are the commonest types and occur 

together in interstratified beds. The dark lead-gray limestone forms massive beds 

up to 6 feet thick, while the ash-gray variety, which is fine grained, like lithographic 

stone, is thin bedded and commonly breaks into thin slabs whose surfaces are covered 

with fucoid fragments. Some beds of fine-grained dolomite occur in the Port Clarence 

formation. Occasionally strata occur interbedded with the normal Port Clarence 

limestone which show numerous small prisms of tremolite in random orientation. 

This is the highest degree of metamorphism displayed by the formation except for 

purely local manifestations surrounding granitic intrusives.

As a rule, where limestone forms the country rock; much of the 

drainage is carried underground and consequently the amount of the 

available water is lessened. Here and there, however, near the base 

of the limestone, are springs which discharge an abnormal amount 

of water. Moonlight Springs, on Casadepaga River, form a striking example. Furthermore, this limestone makes very bad ditching 

ground, and its distribution is therefore an important economic 

factor. Owing to its hardness the limestone is usually difficult to 

excavate where it forms the bedrock of a placer deposit, and its

1 Collier, A. J., op. cit., p. 79.

2 Knopf, Adolph, Geology of the Seward Peninsula tin deposits, Alaska: Bull. U. S. Geol. Survey, No. 

358,1908, pp. 12-13.
DESCRIPTIVE GEOLOGY. 35

weathered surface is usually so irregular that the recovery of gold 

from it is costly and laborious.

The next younger group of rocks belongs mainly to the Cretaceous 

system, though it may include some Tertiary sediments as well. 

The junction between the Cretaceous and the older rocks is really 

the eastern boundary of Seward Peninsula. East of that line the 

Cretaceous rocks extend practically without interruption beyond 

the mouth of the Koyukuk. West of the line several small areas, 

such as those east of the Tubutulik and on the Koyuk, mark 

infolded or infaulted blocks of the younger rocks. Although it is by 

no means proved, it is not unlikely that the two small coal areas on 

Kugruk and Sinuk rivers may be of the same age as this group, 

though they have formerly been provisionally correlated with the 

Tertiary.

The typical Cretaceous sediments, though much folded and faulted, 

are unaffected by metamorphism. At the base of the section lies a 

heavy bedded conglomerate, called the Ungalik conglomerate, made 

up of pebbles of the metamorphic rocks, the granites, and the older 

effusives. Conformably upon the conglomerates lie the sandstones 

and shales which have been called in the eastern part of the region 

the Shaktolik group.1 These strata are made up mainly of comminuted volcanic rocks and quartz. The two divisions of the Cretaceous 

together form a stratigraphic section many thousand feet thick. 

Although of considerable geologic interest, these rocks are of small 

importance in the present discussion, for they are not notably placer 

bearing and they are absent from the parts of Seward Peninsula 

where mining has been successfully carried on.

IGNEOUS HOCKS.

The igneous rocks of Seward Peninsula present great diversity of 

character, but in the present paper they have been classified in only 

three main subdivisions, namely, the granitic intrusives, the preCretaceous effusives, and the late basic effusives. Another subdivision exists, made up of the greenstones and metamorphic schists 

of igneous origin, but owing to the small scale of the map and to the 

lack of specific information about the areal distribution of these 

sheared igneous rocks throughout the peninsula, this group has been 

included with the undifferentiated schists. So far no definite connection between these various igneous rocks and the production of 

auriferous deposits has been proved; in fact, placer deposits are 

notably absent from the areas of igneous rocks.

i Smith, P. S., and Eakin, H. M., A geologic reconnaissance in southeastern Seward Peninsula and the 

Norton Bay-Nulato region, Alaska: Bull. U. S. Geol. Survey, No. 449,1911, pp. 55-60.
36 SUEFACE WATEE SUPPLY OF SEWABD PENINSULA.

Granitic intrusive rocks are particularly abundant in the KigluaikBendeleben and the Darby mountains and in the divide between Buckland and Kiwalik rivers. In the Kigluaik-Bendeleben Range the rock 

is a true granite, light colored, even grained, and unsheared, and offers 

strong resistance to normal weathering. These intrusive rocks cut 

the metamorphic schists and the Paleozoic limestones, but they form 

pebbles hi the Ungalik conglomerate at the base of the Cretaceous 

system, so that their age is probably Mesozoic. The granites occur 

mainly as batholiths, but also, in the vicinity of the larger masses, 

form numerous dikes parallel to the secondary structure of the metamorphic rocks.

In the Darby Mountains the granitic rocks are diorites and granites. 

In composition the diorite ranges from a normal amphibole-plagioclase rock to one containing quartz and orthoclase in addition to the 

usual constituents. The plagioclase is apparently about midway in 

the albite-anorthite series. Accessory apatite, titanite, muscovite, 

and metallic minerals in small amounts were noted in several specimens that were studied microscopically. The granites are of two 

distinct types one with a marked porphyritic development, and the 

other with an even grain similar to the granite from the KigluaikBendeleben Mountains. The porphyritic granite is characterized by 

a coarse-grained mass of quartz orthoclase and a little biotite, the 

grains averaging about 0.2 inch in diameter. Large orthoclase 

crystals averaging about an inch and a half in length are scattered 

abundantly through the rock. Some inclusions of diorite have been 

found in the porphyritic granite, but elsewhere granites are included 

in diorites, so that an intricate and complex history is indicated for 

the period of intrusive activity.

In the divide between Buckland and Kiwalik rivers there is a series 

of andesites and associated rocks, unknown elsewhere in Seward 

Peninsula. These rocks have been designated on the map (PL IV) 

"Early basic effusives." They are entirely unmetamorphosed, are 

cut by granites, and form pebbles in the Ungalik conglomerate, so that 

an approximate determination of their age is not difficult. These 

rocks have been described by Moffit l as follows:

They are of a dark-gray or greenish color, and on an exposed surface have a spotted 

appearance due to the alteration of the feldspar phenocrysts. Both hornblende and 

pyroxene varieties were seen, the latter containing considerable olivine in addition to 

pyroxene, and showing the secondary mineral, iddingsite. Alteration of pyroxene to 

hornblende was also observed. The feldspar is a basic variety, labradorite or sometimes anorthite, giving as alteration products chlorite and epidote. Andesite breccias 

were found at various localities.

Effusive rocks of later geologic age are found at many places. 

Probably not all these flows are contemporaneous, but in a broad way

i Moffit, F. H., The Fairhaven gold placers, Seward Peninsula, Alaska: Bull. U. S. Geol. Survey No. 

247,1905, p. 31.
DESCRIPTIVE GEOLOGY. 37

it is believed tbat they mark essentially one period of volcamsm. 

Thus, though many years elapsed between successive flows, there 

is strong reason for correlating them and for regarding them as 

synchronous in a geologic sense. Although practically all these rocks 

are surface flows, there are, of course, here and there dikes by which 

the flows were fed. All these rocks are characteristically olivine 

basalts having a vesicular structure.

The effusive rocks occur mainly in the eastern part of the peninsula 

and occupy an area of over 1,000 square miles. So recent are some 

of the flows that the surface is practically undissected, and the tongues 

of lava, as in the Noxapaga and Kuzitrin basins, still preserve the 

form they acquired as they flowed over the country. The region 

around Imuruk Lake, locally known as the "goose pastures," shows 

typical examples of these recent flows.

TJUCONSOLIDATED DEPOSITS.

Gravels were deposited on the sea floor and on the land surface over 

a long period that began before the appearance of the volcanic 

effusives and continued for some time after the eruptions had ceased. 

These deposits have here been grouped together under the term 

"unconsolidated deposits." Their accumulation took place under 

conditions that varied greatly owing to the diversity of the physical 

features of the region from which they were derived and of the surface 

on which they were laid down. Some of the gravels were deposited 

on the sea floor and were modeled into form by waves and ocean currents. In other places the land waste was transported and laid down 

by streams. In still other places valley glaciers eroded their beds, 

transported fragments, and on melting left deposits characteristic 

of ice action. Some deposits have been worked upon by two or 

more agencies, and therefore show complex relations.

The unconsolidated deposits are presumably mainly of Pleistocene 

and Recent age. Some Tertiary fossils from the coastal plain at Nome 

have been determined by Dall, and some of the ancient stream gravels 

may also belong to the Tertiary period. The volume of the Tertiary 

deposits is undoubtedly much less than that of the Quaternary 

unconsolidated deposits.

Some of the deposits, especially in the surface portions of the 

coastal plain, consist of fine-grained bluish-gray muck, which contains a considerable amount of vegetal material and numerous beds 

and lenses of clear ice. Where the turf overlying the muck is removed the ice thaws rapidly and the material caves. Deposits of 

this type are very widespread and offer one of the greatest difficulties to ditch, construction. (See p. 258.) In places this muck layer 

is only a few inches thick, but in others it has a measured thickness
38 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

of more than 50 feet. Its origin is complex, and apparently it has 

been formed under different conditions in different places, so that 

no general statement can be made as to its mode of formation.

The unconsolidated deposits are most important from the standpoint of the placer miner, and as the utilization of the water supply 

is most closely bound up with placer operations more specific attention will be paid to this type of deposit in the following pages. The 

various forms in which the unconsolidated deposits are found will be 

more fully discussed in the section on types of placers (pp. 38-51), 

and the physical condition of the gravels will be described in greater 

detail in the sections on mining methods (pp. 269-303), and on ditch 

construction (pp. 255-269). A more complete description of this 

important class of deposits has already been published by Collier and 

others.1

Many if not most of the unconsolidated deposits are permanently 

frozen and present conditions not found in more temperate latitudes. 

No satisfactory explanation has yet been advanced to account for 

the distribution of the permanent frost, for patches of thawed and 

frozen ground are associated in relations so complex that it is impossible to frame a theory that will account for all the known facts. 

The presence or absence of permanently frozen material has an 

important effect in determining the method of mining the unconsolidated deposits that contain placers

GOLD PLACERS.

By PHILIP S. SMITH. 

NATURE AND ORIGIN.

This report was not prepared primarily for technical readers, and 

certain parts of it have been written especially for those unfamiliar 

with placer mining. Tq give an elementary conception of placers 

and placer mining, it may be stated that a placer is a deposit of 

disintegrated rock fragments more or less concentrated by various 

geologic processes, containing economically valuable minerals. The 

valuable minerals are separated from the worthless ones by taking 

advantage of some physical property peculiar to the material to be 

saved.

Placers have been formed under a variety of conditions and consequently have different characters and relations to the present 

topography. A number of different classifications based on some 

particular features might be made, but in the present paper a classification based mainly on the mode of origin and therefore indicating 

the topographic expression of the deposit will be adopted. According to this scheme the Seward Peninsula placers may be divided into

1 Collier, A. J., and others, The gold placers of parts of Seward Peninsula, Alaska: Bull. U. S. Geol. 

Survey No. 328, pp. 85-94.
GOLD PLACEES. 39

two main classes, residual and water-sorted, of which the latter is 

more important. There are gradations between the different types, 

and it might be impossible to place in their appropriate classes all 

known examples, but such difficulty is practically unavoidable in 

any systematic treatment.

HESIDUAL PLACERS.

Residual placers are those that have formed near a mineralized 

deposit practically without transportation. Ordinary weathering 

causes rocks to crumble and disintegrate, so that detritus collects at 

the bases of ledges. If the rock contains valuable minerals that are 

unaffected by solution and the other chemical processes connected 

with weathering the deposits thus formed may be of economic value. 

In the Council region, on one of the gulches tributary to Crooked 

Creek, a residual placer of this sort has been formed on the slope 

below a vein of auriferous quartz. The placers near the head of 

Bering Gulch in the Bluestone region may also belong to this class, 

although too little is known about them to permit final statement 

as to their character.

As there has been little transportation of residual deposits except 

the downhill creep of the material, little sorting has been effected, 

and consequently the gold content of the residual placer is usually only 

a little greater than that in the parent ledge from which it was 

derived, unless the process has been continued for a very long time. 

Placers of this type are therefore not widely distributed, are generally 

small, and, unless the rocks from which the valuable minerals were 

derived are very rich or weathering has been long effective, are not 

of sufficiently high tenor to warrant extensive development. Furthermore, most of these deposits occur at elevations so high above the 

drainage lines of the region that the cost of mining them is great.

WATER-SORTED PLACERS.

The more important placers are those in which water has effected 

a concentration, whereby the lighter material has been transported 

farther than the heavier, more valuable minerals. These placers 

may be divided into two main classes those formed by flowing 

water, as in rivers, and those formed by shore action along the borders of the sea or large fresh-water lakes. For convenience in description the former will be called stream placers and the latter 

beach placers. In general, the stream placers are of fresh-water 

origin, and most of the beach placers were formed under marine 

conditions, though intermediate phases are not uncommon.
40 SUEFACE WATEE SUPPLY OF SEWAED PENINSULA.

STREAM PLACERS.

Stream placers have heretofore been the main source of the gold 

of Seward Peninsula, and they will undoubtedly long continue to 

yield a large amount of the production. Classified by age and consequently by relative topographic position these deposits may be 

divided into modern and ancient. Obviously with terms so elastic 

the same deposit might be placed in different categories, the placing 

depending on the interpretation of the term modern. In this paper 

those placers that are practically in process of formation by the present streams or are so closely related to them that their origin is immediately connected with those streams are called modern, and the 

others are called ancient.

In most of the typical modern stream placers the auriferous gravels 

are not more than 5 to 10 feet thick. In places the workable deposits 

extend almost uninterruptedly along a creek, though with considerable 

range in tenor. Elsewhere the profitable placer or pay streak is discontinuous, rich spots alternating with poor ones. The gold in these 

placers, although it occurs in all portions of the deposit, is usually 

most abundant in the lower part. Where this bottom concentration 

has taken place on bedrock the particles of gold penetrate to a greater 

or less extent along the cracks and crevices, so that in places several 

feet of the rock floor must be carefully treated in order to recover the 

valuable minerals.. At other places a clay layer just above the bedrock served as a floor on which concentration took place. The amount 

of placer gold on and in the bedrock is much less in such placers than 

in those where the clay is absent. In some deposits clay layers at 

intervals above the hard rock have served as floors on which gold has 

accumulated, and these are generally spoken of as "false bedrock."

The gravels of which the modern stream placers are composed are 

mainly of local derivation" and have shapes determined by the watersorting agency by which they have been formed. The character of 

the material over which the stream flows has, of course, a marked 

effect upon the resulting placer. In some places the existing streams 

flow on disintegrated bedrock, in others the rock is hard and practically unweathered, and in still others the present streams are flowing on old gravel deposits. Most of the small gulches and small side 

valleys which contain placers exemplify the first two conditions, but 

many of the larger rivers and the streams flowing across the coastal 

plain are carving their valleys in older gravel deposits, which, having 

been subjected to two or more processes, have features that indicate 

their more complex history.

The particular type of modern stream placer that has received the 

specific name "bar placer" is similar in most respects to an ordinary 

stream placer, except that, as its name implies, it is confined to the 

bars. As a result the auriferous gravels are rather thin, and because
GOLD PLACERS, 41

of the sorting of the gravels 

during the periods of high 

water the surfaee portion is 

usually the richest. Practically the bar placers are slight 

reconcentrations of the upper 

part of normal stream placers. 

Examples of this type may be 

found throughout Seward Peninsula. It should be noted 

that the ordinary stream placer 

may be made up of a great 

number of bars as the stream 

shifts its course, at one time 

building up and at another time 

cutting down. Bar placers 

grade so directly into stream 

placers that a differentiation 

would require greater refinement than is desirable in this 

report.

As is well known, the surface 

of the earth is subject to movements whereby relative uplift 

or depression is effected. Furthermore, changes in climate 

may cause the streams to lose 

or gain transporting efficiency. 

These and similar causes produce changes in the drainage 

lines whereby the streams are 

forced to cut new valleys or to 

fill up their former ones and 

take new courses. Traces of 

the earlier courses may be preserved as old river beds on the 

hillsides or as filled channels far 

below the level of the present 

drainage lines. If the gravels 

of these now vanished streams 

contain valuable minerals they 

may form workable deposits. 

The ancient stream placers on 

the hillsides are commonly called 

tinctive name for the ancient deep

bench placers, but there is no displacers. Figure 2 shews an ideal-
42 SURFACE WATEB SUPPLY OF SEWABD PENINSULA.

ized cross section of a valley in which the various types of placers so 

far noted are diagrammatically represented.

Bench placers of this type are formed of material similar in most 

respects to the modern, stream gravels. Owing to the long time that 

they have been subjected to weathering, however, the pebbles are 

more decomposed, and the deposits may be more or less covered with 

material that has crept down the slopes. Some of the bench placers

FIGTOE 3. Sketch map and profile of high bench gravels south of King Mountain.

indicate a simple history of only one period of formation, as, for 

instance, the upper bench placer shown near the left margin in figure 

2. Others, however, show a complex history in their mode of formation, as, for example, the bench placer illustrated in the right-hand 

portion of the same diagram. These conditions are not ideal, but 

they may be observed in some of the productive placer mines. For 

instance, near the head of Dexter Creek shafts and underground work 

ings have disclosed conditions represented in figure 3. As is shown
GOLD PLACEES. 43

in the cross section, a body of bench gravels 250 feet deep was discovered, in places showing a distinct stream-channel cross section. 

So long ago, however, was this deposit formed that it is now more 

than 500 feet above the sea, and the ancient drainage lines have been 

so obliterated that a reconstruction of the topography is almost 

impossible.

Bench placers are usually classified mainly according to topographic form or position. There are, according to Collier, 1 terrace 

benches, spur benches, pocket benches, and high benches. Some 

hillside placers are examples of bench placers, although others belong 

to the class of residual placers. The stream-deposited hillside placers 

are distinguished from other ancient bench placers because they have 

lost their topographic expression through the downhill creep of material subsequent to their formation. Each of these different kinds 

of bench deposit is represented by actual examples in the Seward 

Peninsula placer camps. Bench placers have been explored especially 

in the Nome, Council, and Candle regions, but are also important in 

the Solomon-Casadepaga, Bluestone, and Kougarok regions.

Certain stream bench deposits merge so closely into ancient shore 

deposits that no sharp line of separation can be drawn. Some distinct 

bench deposits are due to shore conditions, and these can be distinguished from the stream benches by their topographic expression, 

by the arrangement and character of the material of which they are 

composed, and some of them by the fossils they contain. Certain 

broad gravel deposits that stand at some elevation above the present 

streams show both fluviatile and shore features. Such deposits have 

been called gravel-plain placers. The deposits which show clearly 

that the dominant action producing the gravel plain has been other 

than fluviatile are treated in a later section (pp. 48-51). There are, 

however, large areas in the central part of Seward Peninsula where 

the complete history of the gravel-plain deposits has not been determined, but where from the evidence now at hand it seems probable 

that streams played the most important part in the deposition. As 

a rule these fresh-water gravel plains do not contain rich placer 

deposits, and though in the future they may become commercially 

important they do not at present contribute any notable amount 

to the gold production of the peninsula.

The other group of ancient stream placers, which, instead of standing above the level of the present drainage lines, as the benches do, 

lie below that level, have not received much attention, though examples are by no means uncommon. Practically all the larger rivers of 

the peninsula flow in filled valleys of older streams. For example, in

1 Collier, A. J., and others, The gold placers of parts of Seward Peninsula, Alaska: Bull. U. S. Geol. Survey No. 328,1908, p. 143.
44 SUKFACE WATEB SUPPLY OF SEWARD PENINSULA.

the lower parts of Snake and Nome rivers the depth to bedrock is in 

places at least 50 feet below the river surface; on the Casadepaga 

holes 60 feet or more in depth have been sunk before reaching bedrock; no hole has yet reached bedrock in the lower parts of Kruzgamepa and Kuzitrin rivers, and in many parts of Fish and Niukluk 

rivers the depth to bedrock is more than 50 feet. Even more remarkable, however, is the deep drill hole that, starting at an elevation of 

about 200 feet above the sea opposite Council, was put down 250 feet 

before reaching bedrock. A hole on Penelope Creek, a tributary of 

the Casadepaga, was more than 90 feet deep, and the shaft on Alameda 

Creek, a tributary of the Koyuk, was started a little more than 100 

feet above the sea and went down 190 feet without reaching bedrock. 

On Dahl Creek, in the Kougarok region, a hole 187 feet deep has been 

sunk within 50 feet of sea level without encountering bedrock. All 

these localities seem to have been originally ordinary stream valleys 

which were subsequently aggraded and then dissected by the existing 

streams. In places where conditions were favorable placer deposits 

were formed in these deep ancient stream courses, and with suitable 

machinery such deposits can be mined. The gold is usually in the 

lower part of the deposit, but, as in the modern stream placers where 

layers of clay occur, some concentration may be expected. Nearly 

all these ancient stream placers in Seward Peninsula, together with 

the overburden above them, are permanently frozen. It will be 

shown later that the presence or absence of frost is an important 

item in determining whether certain of these deposits can be worked 

and indicating what mining methods must be employed.

It is evident that there is a close genetic similarity between these 

placers and the bench placers, for the former mark old valleys that 

have been depressed, whereas the latter mark old valleys that have 

been elevated. It is perfectly conceivable that a deep placer in one 

part of a drainage basin might be equivalent in time of formation with 

a bench in another part, although no such examples have been recognized in the region. It will be clear, then, that no sharp line of 

differentiation can be drawn between the placers in these apparently 

antithetical positions with respect to the present streams.

BEACH PLACERS.

The main difference between stream placers and beach placers is 

due to the different agencies involved in the production of the two 

types. A stream placer has its long axis down the slope, parallel 

with the stream, whereas a beach placer is practically horizontal and 

extends parallel with the margin of the sea or lake in which it was 

formed. Like stream placers, the beach placers may be divided into 

two main groups, those now in process of formation and those produced in the past.
GOLD PLACEES. - 45

In Seward Peninsula no placers formed along the shores of existing 

lakes are known and the only examples of modern beach placers 

occur along the seashore. In parts of the coast where the waves 

break on rocky headlands the rocks are disintegrated and beaches 

may be developed. None of these places, however, have afforded 

economically important placers. Instead, the places where much 

gold has been won from the present beaches are those where the 

sea is breaking against the unconsolidated deposits of the Coastal 

Plain or where there are strong alongshore currents. In this way a 

reconcentration of previously sorted material is effected, and the 

result is a particularly rich deposit. Figure 4 shows diagrammatically an ideal section of the modern beach placers near Nome and 

illustrates the relation of these deposits to the sands, gravels, and 

clays of the Coastal Plain.

Beach placers are, as a rule, confined to the narrow strip of coast 

affected by waves and alongshore currents. Where the sea is erod-

^^^^^^mjgjjg^^f^iiSJcS y&fi>

^££S AWO.Ci.AX

FIGUBE 4. Diagrammatic section of beach placers.

ing outcrops of hard rock the gold is mainly in and on bedrock, but 

where bedrock is deeply buried, as at Nome, concentration has been 

effected mainly on clay layers. The richest modern beach concentration in Seward Peninsula extended for about 10 miles to the east 

and west of Nome, and the pay streak was from 6 inches to 3 feet 

thick. The gold was in small flakes, averaging, according to Brooks, 

from 70 to 80 colors to the cent.1 Most of the gold was bright and 

well worn. A considerable range in the tenor of the auriferous 

gravels was found as mining progressed, due, no doubt, to differences 

in the original conditions under which the Coastal Plain deposits were 

laid down and to their reassortment by the sea at the present time. 

Where concentration and reconcentration were most effective the 

richest placers were formed, and where these processes were relatively ineffective placers were absent. It is noteworthy, however, 

that traces of gold could be found practically everywhere along the 

beach and the question whether a certain area was minable was 

determined on purely commercial grounds.

1 Brooks, A. H., and others, Reconnaissances in the Cape Nome and Norton Bay regions, Alaska, in 

1900: Special publication II. S. Geol. Survey, 1901, p. 87.
46 SURFACE WATER SUPPLY OP SEWARD PENINSULA.

In addition to the beach placer proper, Collier* has pointed out 

that 

Some fine gold is also found in the gently sloping floor of the sea, but since this 

is probably derived from the beach, it is more disseminated and finer than the beach 

gold and can not at present be regarded as forming a workable placer.

Stream bench and beach placer deposits High bench placer deposits 

FIGURE 5. Sketch map of Nome region, showing distribution of placers.

If, however, this material should subsequently be concentrated by 

waves and currents a valuable deposit might be produced. This

i Collier, A. J., The gold placers of parts of Seward Peninsula, Alaska: Bull. U. S. Geol. Survey No. 328, 

1908, p. 145.
GOLD PLACERS. 47

feature is, of course, of commercial importance only in the case of 

the ancient beaches the former seaward slope of which is now above 

sea level.

In describing the history of mining developments (p. 271) reference 

is made to the ancient beaches near Nome. These are striking 

examples of beaches which since then* formation have undergone a 

complex history whereby their attitude with respect to sea level 

has been materially changed. Two particularly well-marked ancient 

shore placers, whose positions are shown by figure 5, have been 

mined. The same -figure also shows, on a larger scale than Plate I, 

the distribution of the placers of different types in the vicinity of 

Nome.

These ancient beach placers differ in no genetic respect from the 

modern beach placers, but during the long time since their formation 

weathering and other geologic processes have combined to obliterate

&

ce

ro qj

£5 -°£ 22- U)

-Q5

00 ^000m0r'«r'"'<

6. Diagrammatic cross section showing beaches near Nome.

their original form and character. One of the ancient beaches, 

the so-called third beach, has no topographic expression; but the 

second beach, which is much younger, has a well-marked shore cliff 

in part of its length. Altogether six more or less definite beaches have 

been recognized near Nome. They have the following positions with 

respect to sea level: "Outer submarine beach," 34 feet below sea 

level; "inner submarine beach," about 20 feet below sea level; present 

beach at sea level; "intermediate beach," about 22 feet above sea 

level; "second beach," 38 feet; "third beach," about 78 feet. Figure 

6 shows diagrammatically the position of these various beaches, both 

vertically and horizontally, with respect to the sea. The history of 

these ancient beaches seems to show a general period of sinking of 

the land during which the "outer" and "inner" submarine beaches, 

the "intermediate beach," the "third beach," and probably an 

unrecognized beach still farther inland were formed. This was followed by a general period of uplift in which the Coastal Plain emerged 

and the "second" beach, and later the present beach, were formed.
48 SURFACE WATEE SUPPLY OF SEWAED PENINSULA.

From the foregoing summary it is evident that certain beaches are 

comparable with the high benches of stream origin, whereas others 

for example, the submarine beaches are similar to the deep-stream 

gravels of the larger rivers already noted. Furthermore, it follows 

that the sorting and re-sorting of the Coastal Plain gravels has produced a gravel-plain deposit, mainly of marine origin but in part 

formed by streams. Because of their manner of origin part of the 

gravel-plain deposits of Seward Peninsula should be included in the 

group of ancient beach placers as well as in the class of ancient 

stream placers, and gradational phases between the two are to be 

expected.

DISTRIBUTION. 

DEVELOPED PLACERS.

Reference has already been made, both by illustration and by 

description, to the places where auriferous deposits have been mined 

in Seward Peninsula. It is desirable to amplify these scattered references by indicating all the areas where productive placers have 

been found in order that the places where investigations of water 

supply are particularly necessary may be pointed out. In a subsequent section an attempt will be made to indicate in a broad way 

the localities where future demands for water are to be expected.

Probably the most satisfactory method of stating the distribution 

of the developed placers is the graphic representation on a map of the 

places where claims have been worked and gold produced: On Plate I 

(hi pocket), Plate II (p. 12) and figure 5 (p. 46) all the known placers 

are shown, so far as the scales of the maps permit. It is not, of course, 

feasible or even desirable to indicate all the prospect holes and test 

pits that have been dug, and practically each placer symbol denotes 

a mine that has contributed to the gold production of the peninsula.

From the position of the symbols certain facts concerning }he distribution of placers may be determined. Perhaps the most striking 

feature is the fact that they are widespread. At first sight they appear 

to be scattered from one end of the peninsula to the other and from 

the northern to the southern coast, but more detailed examination 

shows that hi certain areas they are much more numerous than elsewhere. Productive placers have been found on nearly all the streams 

within a radius of 5 to 6 miles of Nome, and numerous bench and 

beach placers have been worked on the hillsides and on the coastal 

plain, as indicated in figure 5 (p. 46). Another area in which placers 

are particularly numerous is that near Ophir Creek in the Council 

region. Here also are found placers of many types, although there 

are no beach placers. In the Kougarok region placers are numerous, 

and many more would probably be developed if the water resources 

were adequate. Placers near Candle have yielded considerable gold.
GOLD PLACEES. 49

Most of the Candle placers are of the bench type, and little mining 

has been done in the modern stream gravels of that area.

Placers have been developed in a great many other places, as, for 

example, in the Solomon and Casadepaga regions, in the Inmachuk 

basin, in the Bluestone region, and at Bluff, but their distribution is 

sufficiently evident from the map. The important relation between 

placers and bedrock geology, however, is not so evident. The more 

important placer areas are shown on the geologic map (PI. IV,.p. 32), 

from which it appears that practically all the placers occur in the 

areas occupied by the undifferentiated schists. No placers have been 

located in the areas formed exclusively of the Paleozoic limestones 

and associated rocks, and none have been developed in the Kigluaik 

group of schists and limestones. The Cretaceous sedimentary rocks, 

save in one small area near the extreme southeastern margin of the 

region mapped, have yielded no placers, and apparently, except under 

certain special conditions, 1 where these strata form the country rock 

search for auriferous deposits is likely to result in failure.

In the areas of igneous rocks no placers of economic importance 

have been found except around Bear Creek, a tributary of the Buckland, and Alameda Creek, a tributary of the Koyuk. This lack of 

placer deposits seems to be universal, whether the igneous rock is of 

the pre-Cretaceous granular variety abundant in the Kigluaik, Bendeleben, and Darby mountains, of the effusive type common in the 

Kiwalik-Buckland divide, or of the type present in the very recent 

basaltic flows so numerous in the central and eastern part of the 

peninsula. In this connection it should be pointed out that certain 

placers in northern Seward Peninsula which are covered with lava 

do not vitiate the generalization just made. At these places lava 

has been poured out subsequent to the formation of the old stream 

deposits, and therefore it is not at all surprising that when the lava 

covering is removed these deposits should be found to contain placers 

of sufficient value to justify mining.

PEOSPECTIVE PLACERS.

The criteria for determining the places where commercially important placers will be found are necessarily derived from the facts presented by the placers already developed. It is realized that such 

deductions are necessarily liable to error, but in the absence of other 

data these are the only guides available. A study of the placers that 

have been mined 2 indicates that there are three essential factors neci Smith, P. S., and Eakin, H. M., A geologic reconnaissance in southeastern Seward Peninsula and the 

Norton Bay-Nulato region, Alaska: Bull. U. S. Geol. Survey No. 449,1911, pp. 101-109.

* This matter has been discussed at some length by A. H. Brooks. See Bull. U. S. Geol. Survey No. 328, 

1908, pp. 114-134.

63851° wsp 314 13 4
50 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

essary for the formation of rich deposits, namely, a mineralized area 

in the vicinity, a period of disintegration whereby the vein matter is 

prepared for transportation, and a vigorous sorting of the material 

derived from the mineralized area.

A study of the geology of Seward Peninsula shows that the first of 

tHe above conditions, the presence of a mineralized area, is fulfilled 

in many parts of the peninsula. Only a small amount of mineralization is shown in the areas of igneous rocks or in those of the sedimentary rocks other than the undifferentiated schists, and therefore 

placers are most to be expected in areas occupied by these schists. 

Mineralization is particularly abundant in the black graphitic slates 

which occur along the borders of the Kigluaik and Bendeleben 

mountains and which in the Solomon region have been called the 

Hurrah slates.1 In the black slates in the latter region quartz veins 

are so numerous that in certain specimens 13 veins have been counted 

in a linear inch of the rock.

A particularly favorable position for the formation of placers seems 

to have been near the contact of the undifferentiated schists and the 

overlying limestones. Sulphides of iron, copper, and lead, all to 

some extent auriferous, are found at or near this contact. As illustrations of placers formed in this position may be cited those of the 

Anvil-Dexter region, near Nome; the Bluff region, Ophir Creek, in 

the Council precinct; the Kougarok region; the Imnachuk area, in the 

Fairhaven precinct; and many other less productive regions throughout the peninsula.

The other factors noted as necessary for the production of rich 

placers a period of weathering, followed by active sorting may 

well be treated together. Under exceptional circumstances either 

of these processes may almost be dispensed with, as is shown by the 

residual hillside placers on Crooked Creek, in the Council region, 

where sorting has been reduced to a minimum, or by the small beach 

placers on the cliffed seacoast west of Bluff, where weathering has 

effected little preparation of the material and the accumulation is 

attributable almost entirely to sorting. If either of these factors 

is absent, however, the resulting placers are usually small. Of the 

two processes vigorous sorting is probably the more important.

Although it has not been definitely proved, there is undoubtedly 

a close relation between the richness of a placer and the effectiveness 

of sorting and reconcentration in previous cycles. This fact is shown 

in modern stream placers that traverse bench placers and in beach 

placers that are formed of reconcentrated marine and fluviatile 

deposits.

i Smith, P. S., Geology and mineral resources of the Solomon and Casadepaga quadrangles, Alaska; 

Pull. U. S. Geol. Survey No. 433,1910, pp. 59-63,
DISCHABGE OF STEEAMS. 51

It is practically impossible to state briefly where the processes of 

disintegration and transportation have been most active, as it is 

necessary to consider each area separately. Broadly speaking, 

however, the whole of Seward Peninsula, with the exception of the 

Kigluaik, Bendeleben, and Darby mountains, has been subjected to 

nearly uniform erosion. In these mountains glaciation, elsewhere 

unknown, has in general dispersed the previously disintegrated and 

sorted deposits, so that productive placers are absent. Not only 

have the deposits been removed in the area occupied by the ice, but 

outwash from the glacier, deposited by streams and in ponds and 

lakes formed perhaps behind ice barriers, has covered over and 

effectually hidden earlier deposits. Some of the gravel-plain deposits 

in the central portion of the peninsula have been formed in part of 

this outwash material.

So far as known, no large body of standing water has occupied any 

of the interior part of the region in sufficiently recent times to have 

formed deposits of marine concentrated alluvium. Beach placers 

are therefore not to be sought for in this part of the peninsula. The 

temporary lakes noted in the preceding paragraph, formed as a result 

of glaciation, do not seem to have persisted at a constant elevation 

long enough to have effected any marked concentration through 

shore action.

DISCHARGE OF STREAMS.

By F. F. HENSHAW and G. L. PAKKER. 

TERMS USED.

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

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

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

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

of water, as run-off in depth in inches and acre-feet. They may be 

defined as follows:

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

the unit for the rate of discharge of water flowing in a stream 1 foot 

wide and 1 foot deep, at a rate of 1 foot per second. It is generally 

used as a fundamental unit from which others are computed by the 

use of the factors given in the table of equivalents on page 52.

The "miner's inch," the unit used in connection with placer 

mining, expresses the rate of flow of water through an orifice of a 

given size with a given head. The head and size of the orifide used 

in different localities vary, thus making it a most indefinite #nd 

unsatisfactory unit. Owing to the confusion arising from its use, it
52 SUBFACE WATEE SUPPLY OF SEWARD PENINSULA.

has been defined by law in several States. The California miner's 

inch is in most common use in the United States and was defined by 

an act approved March 23, 1901, as follows: "The standard miner's 

inch of water shall be equivalent or equal to 1.5 cubic feet of water 

per minute, measured through any aperture or orifice." ^his miner's 

inch corresponds to the so-called "6-inch head" and is one-fortieth 

of a second-foot. The inch hi most common use in Seward Peninsula 

is the "old California inch," which was the standard in that State 

prior to the passage of the act above quoted, and is equivalent to 

1.2 cubic feet a minute, or one-fiftieth of a second-foot.

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

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

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

both time and area.

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

the drainage area would be covered if all the water flowing from it hi 

a given period were conserved and uniformly distributed on the 

surface. It is used for comparing run-off with rainfall, which is usually 

expressed as depth in inches.

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

required to cover an acre to the depth of 1 foot. The term is commonly used in connection with storage for irrigation.

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

computations:

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

1 second-foot equals 50 "old California miner's inches" (used prior to law of March 23,

1901). 

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

minute; equals 646,272 gallons for one day.

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

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

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

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

100 California miner's inches equals 15.7 United States gallons per second. 

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

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

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

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

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

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

1 acre-foot equals 325,850 gallons.

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

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

1 mile equals 5,280 feet. 

1 acre equals 43,560 square feet. 

1 acre equals 209 feet square nearly. 

1 cubic foot equals 7.48 gallons. 

1 cubic foot of water weighs 62.5 pounds. 

1 horsepower equals 550 foot-pounds per second.
DISCHARGE OP STREAMS. 53

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equals about 1 kilowatt.

m . . x , ... Second-feet X fall in feet . .

To calculate water power quickly: ^ = net horsepower on

water wheel realizing 80 per cent of theoretical power.

DATA GIVEN.

The tables containing records of run-off for each drainage basin are 

preceded by a brief description of general conditions within the basin, 

covering such features as area, topography, watercourses, geology, 

forestation, rainfall, distribution of ground and winter ice, storage, 

and power possibilities.

The following data are given, so far as practicable, for each regular 

current-meter gaging station: Description of station, list of discharge 

measurements, table of daily gage heights and discharges including 

mean per square mile, and run-off, depth in inches on drainage area, 

for monthly periods or for shorter intervals at the beginning and end 

of the records.

In addition to statements regarding the establishment of currentmeter stations and the location and character of gages and measuring 

sections, information is given in regard to any conditions which may 

affect the constancy of the relation of gage height to discharge, such 

as ice, shifting channel conditions, and backwater; also notes regarding diversions which decrease the total flow at the measuring section. 

Statements are also made regarding the accuracy and reliability of 

the data.

The discharge-measurement table gives the results of the discharge 

measurements made during the year, including the date, gage height, 

and discharge in second-feet; also the name of the engineer where it 

is desired to give credit to cooperating parties.

The table of daily gage heights and discharges gives the daily 

fluctuations of the surface of the river as found from the mean of the 

gage readings taken each day, and the corresponding volume of discharge as found from the rating table. At stations that were easily 

accessible the gage was read in the morning and in the evening. The 

gage height given in the table represents the elevation of the surface 

of the water above the zero of the gage. All gage heights that are 

rendered more or less inaccurate by the presence of ice or by backwater 

from obstructions are published as recorded, with suitable footnotes. 

The rating is not applicable for such periods unless the proper correction to the gage heights is known and applied. Attention is called to 

the fact that the zero of the gage is placed at an arbitrary datum and 

has no relation to zero flow or to the bottom of the river. In general, 

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

negative readings shall not occur.
54 SUBFACE WATER SUPPLY OF SEWABD PENINSULA.

The discharge measurements and gage heights are the base data 

from which the rating tables and daily discharge tables are computed. 

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

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

corresponding discharge in the manner indicated on page 57.

FIELD METHODS OF MEASURING STBEAM FLOW.

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

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

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

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

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

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

Slope method. Much, information has been collected relative to the 

coefficients to be used in the Chezy formula, v = c-y/rs] This formula 

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

in determining the values of the coefficient n which appears therein. 

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

approximate, owing to the difficulty in obtaining accurate data and 

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

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

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

general conditions. It is seldom used by the United States Geological 

Survey and has never been applied in Alaskan work. For full 

information regarding the method the reader is referred to textbooks 

on hydraulics.

Weir method. Relatively few stations are maintained at weirs or 

dams by the United States Geological Survey. The only weir records 

kept in Seward Peninsula were on streams on the north side of the 

Kigluaik Mountains. The weirs were installed by men cooperating 

with the Survey, and the data, which are here published, are the only 

records of discharge available on these streams. Standard types of 

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

accurate coefficients have been experimentally obtained give accurate 

records of discharge if properly maintained. 1 The proper installation of weirs in the Alaskan work is out of the question on account of 

expense, the torrential character of the run-off, and the temporary 

nature of the stations.

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

experiments, coefficients), and formulas" (Water-Supply Paper U. S. Geol. Survey No. 200) and in textbooks on hydraulics.
DISCHARGE OP STBEAMS. 55

Velocity method. Great care is taken in the selection and equipment of gaging stations for determining discharge by velocity measurements, in order that the data may have the required degree of accuracy. The stations are located, as far as possible, at such points that 

the relation between gage height and discharge will always remain 

constant for any given stage. In sparsely settled areas, such as those 

under consideration, the engineer is greatly handicapped in his selection by the necessity of finding an observer, and on many streams 

there is only one point where readings can be obtained.

A gaging station consists essentially of a gage for determining the 

daily fluctuations of stage of the river and a section where discharge

FIGURE 7. Cross section of stream showing method of measuring.

measurements are made. On large streams some equipment, such as 

a bridge or cable, is necessary; on small streams the measurements 

can be made by wading at any convenient section near the gage.

The two factors required to determine the discharge of a stream 

past a section perpendicular to the mean direction of the current are 

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

that section.

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

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

the measuring section at which observations of depth and velocity 

are taken. (See fig. 7.) These points are spaced equally for those 

parts of the section where the flow is uniform and smooth and are 

spaced unequally for other parts, according to the discretion and
56 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

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

spaced farther apart than 5 per cent of the channel width, nor than 

the approximate mean depth at the time of measurement.

The measuring points divide the total cross section into elementary 

strips at each end of which observations of depth and velocity are 

made. The discharge of any elementary strip is the average of the 

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

average of the mean velocities at the two ends of the strip. The 

sum of the discharges of the elementary strips is the total discharge 

of the stream.1

Depths for the determination of the area are obtained in wading 

measurements by sounding with the rod to which the meter is 

attached.

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

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

The float method is now considered obsolete in the ordinary practice of the United States Geological Survey, but as float measurements can readily be made by the prospector the method is here 

described. The floats in common use are the surface, subsurface, 

and tube or rod floats. A corked bottle with a flag in the top and 

weighted at the bottom makes one of the most satisfactory surface 

floats, and it is affected but little by wind. In flood measurements 

good results can be obtained by observing the velocity of floating 

cakes of ice or debris. In all surface float measurements the observed 

velocity must be multiplied by 0.85 to 0.95 to reduce the surface 

velocity to the mean velocity. The subsurface and tube or rod floats 

are intended to give directly the mean velocity in the vertical. 

Tubes give excellent results when the channel conditions are good, 

as in canals. In measuring velocity by a float, observation is made 

of the time taken by the float to pass over the "run" a selected 

stretch of river or creek with an approximately uniform cross section 

from 50 to 200 feet long. In each discharge measurement a large 

number of velocity determinations are made at different points across 

the stream, and from these observations the mean velocity for the 

whole section is determined. The area used in float measurements 

is the mean of the areas at the two ends of the run and at several 

intermediate sections.

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

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

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

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

small Price acoustic and electric meters (PL V, A] were the types 

used in the work in Seward Peninsula. Briefly, the meter consists of

i For a discussion of methods of computing tlie discharge of a stream see Engineering News, June 25, 

1908.
U, S. GEOLOGICAL SURVEY

A. PRICE CURRENT METERS. B. MEASURING GRAND CENTRAL RIVER.

DISCHAEGE OF STBEAMS. 57

six cups attached to a vertical shaft, which revolves on a conical 

hardened steel point when immersed in moving water. The number 

of cevolutions is indicated acoustically or electrically. The rating, or 

relation between the velocity of the moving water and the revolutions of the wheel, is determined for each meter by drawing it 

through still water for a given distance at different speeds and noting 

the number of revolutions for each run. From these data a rating 

table is prepared which gives the velocity per second of moving 

water for any number of revolutions in a given time interval. The 

ratio of revolutions per second to velocity of flow in feet per second 

is very nearly a constant for all speeds, and is approximately 0.45.

Practically all the measurements with the acoustic meter were 

made by wading. Three methods of measuring the velocity were 

used. In the first the meter is held at the depth of the thread of 

mean velocity, which has been shown by extensive experiments to 

occur at about 0.6 of the total depth. In the second method the 

mean of the velocities taken at 0.2 and 0.8 depth is taken as the 

mean. In the third method the meter is held at mid depth, at about 

0.1 of the total depth below the surface, and at the same distance 

above the bottom, and one-fourth of the sum of the top and bottom 

readings and twice the mid-depth reading is used as the mean. This 

method is not adapted to very shallow streams or to those with 

extremely rough beds.

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

owing to the diversity and instability of conditions during the winter and also to lack of definite information in regard to the laws of 

flow of water under ice. The requirements of the work in Seward 

Peninsula have not necessitated the making of ice experiments.

OFFICE METHODS OF COMPUTING AND STUDYING DISCHARGE

AND RUN-OFF.

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

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

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

(See figs. 8 and 9.) The rating tables prepared from these curves 

are then applied to the tables of daily gage heights to obtain discharges, 

and from these the monthly discharge and run-off are computed.

Streams hi general present throughout their courses to a greater 

or less extent ah1 conditions of permanent, semipermanent, and varying conditions of flow. In accordance with the location of the measuring section with respect to these physical conditions, current-meter 

gaging stations may in general be divided into four classes: (1) 

Those with permanent conditions of flow, (2) those with beds that
58 SURFACE WATER SUPPLY OP SEWARD PENINSULA.

change only during extreme high water, (3) those with beds that 

change frequently but do not cause a variation of more than about 

5 per cent in the discharge curves from year to year, and (4) those 

with constantly shifting beds. In determining the daily flow different office methods are necessary for each class.

The rating curves are drawn and studied with special reference to 

the class of channel conditions which they represent. The discharge 

measurements for all classes of stations, when plotted with gage 

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

define rating curves which are generally more or less parabolic in 

form. For many stations curves of area in square feet and mean 

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

Measurements in 1908 Nos. I to 3 

" « 1909 " 4 "II

30 60 90 120 150 ISO 210 240 270 300 

Discharge in second-feet

FIGURE 8. Discharge curves for Henry Creek at mouth.

330

ordinates as the discharge curve. These are used mainly to extend 

the discharge curves beyond the limits of the plotted discharge 

measurements, and for checking, in order to avoid errors in the form 

of the discharge curve and to determine and eliminate erroneous 

measurements.

The following assumptions are made for the period of application 

of every rating table: (a) That discharge is a function of and increases gradually with the stage of a stream; (6) that the discharge is 

the same whenever the stream is at a given stage, and hence such 

changes in conditions of flow as may have occurred during the period 

of application are either compensating or negligible, except that the 

rating as stated in the footnote of each table is not applicable for
DISCHABGE OP STBEAMS. 59

the known presence of ice or other similar obstructions; (c) that 

increased and decreased discharge due to change of slope on rising 

and falling stages is either negligible or compensating.

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

classes. Nearly all the stream-gaging stations in Seward Peninsula 

are. of the second class, being located on streams whose beds change 

only during extreme high water. The typical river channel consists 

of a wide gravel bed, perhaps 10Q yards or more across, which the 

stream fills at high stages and across which it meanders from side to 

side during low water. The detritus is generally well rounded and 

requires only a moderately high velocity to move it. A good-sized 

flood, especially if it occurs in the summer or early fall, when the

Measurement in 1908 No.l 

" « 1909

measure

Discharge in second-feet Velocity in feet per second

4-0 SO 60

15 20 25

Area in square feet

80

35

FIGURE 9. Discharge, area, and mean velocity curves for Canyon ditch at Intake.

ground is well thawed, may cause a radical change in channel conditions. In certain sections of the Alaska streams these changes 

take place, if at all, only during the highest floods, such as occur on 

an average of not more than once a year, and it is the aim to make 

use of these sections as far as possible for the location of gaging stations. It has generally been necessary to obtain frequent measurements at all stations to detect changes in channel and define the 

rating for each period between high stages.

There are few outcrops of bedrock on the rivers measured, and only 

here and there has it been possible to place a gage above one of these, 

thus eliminating changes in control and providing a station of the 

first class. Similar conditions occur locally in the lava country or
60 SUKPACE WATER SUPPLY OF SEWAED PENINSULA.

in the heavily glaciated area in the mountains, where the stream 

beds are composed of large angular fragments. In these places it is 

usually difficult to find a satisfactory section where accurate measurements can be made.

Channels that are constantly shifting (class 4) are commonly 

found only where mining operations just above throw a large amount 

of coarse and fine debris into the stream. If it is possible to go 

downstream several miles from tke mines a point can be selected 

where the coarse d6bris has all settled. The fine "slickens" which 

the stream still carries are deposited only in pools and not on the riffles, the permanency or shift of which is the largest factor in determining the stability of the relation of gage height and discharge.

Some stations on streams carrying much mining d6bris approximate the condition of the third class that is, there is a deposition 

of sediment at low water which is carried out during the next flood. 

In such localities the change in the channel is small and temporary.

Good results can be obtained from stations of the fourth class only 

by frequent discharge measurements, the frequency varying from a 

measurement every two or three weeks to a measurement every day, 

according to the rate of diurnal change in conditions of flow. These 

measurements are plotted and a mean or standard curve drawn 

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

for every day of the year, and that this rating is parallel to the standard curve with respect to their ordinates. On the day of a measurement the rating curve for that day passes through that measurement. 

For days between successive measurements it is assumed that the 

rate of change is uniform, and hence the ratings for the intervening 

days are equally spaced between the ratings passing through the two 

measurements. This method must be modified or abandoned 

altogether under special conditions.

ACCTJUACY AND LIMITATIONS OP THE DATA.

Practically all discharge measurements made under fair conditions 

are well within 5 per cent of the true discharge at the time of observation. Inasmuch as the errors of meter measurements are largely 

compensating, the mean rating curve when well denned is much 

more accurate than the individual measurements. Numerous tests 

and experiments have been made to test the accuracy of current-meter 

work. These show that where conditions are good it compares very 

favorably with the results from standard weirs.

The accuracy of the gage heights depends on the reliability of the 

observers and, owing to the general interest in and knowledge of the 

value of the data in Alaska, the readings are generally good.

It is obvious that one gage reading a day does not always give the 

mean height for that day. Almost invariably, however, errors from
DISCHAKGE OP STKEAMS. 61

this source are compensating and virtually negligible in a period of 

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

be considerably in error.

The maximum and minnnum figures, from the very nature of 

collecting such data, are liable to considerable errors. The maximum value should be increased for many stations in considering 

designs for spillways, and the minimum value should be regarded as a 

mean for a group of seven days or more, rather than for one day.

The purpose of the work discussed in this report was to obtain 

data on the water supply available for hydraulic mining. Water to 

be of use for hydraulicking must be available under considerable 

pressure. When it is necessary to divert water from one basin into 

another, it must be taken out at an elevation high enough to allow 

it to be carried over the divides. The gaging stations, therefore, in 

order to give the desired results, had to be located at points near 

the headwaters, at considerable elevations, and some of them were 

far from any settlements. At many such localities it was impossible 

to find observers to take daily gage readings. Under such circumstances readings were made only at intervals of three or four days 

to a week. From these approximate daily discharges could be 

obtained with the aid of a hydrograph (see fig. 1, p. 20), by plotting 

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

drawing an irregular curve through these points. As all the streams 

in any drainage basin are affected by practically the same climatic 

influences, they rise and fall synchronously, and their hydrographs, 

if plotted to the same scale of days, follow one another more or less 

closely. Advantage is taken of this fact to interpolate the discharges for days when records are missing on some of the streams 

in a basin. Results obtained in this way are rather rough but are 

believed to be of greater value than isolated discharge measurements 

for the (Jays when the station was visited. In using them due allowance should be made for the uncertainties of the record.

For many streams on which only a few measurements were made, 

no estimate of daily discharge has been attempted.

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

figures. Crelle's tables and the 20-inch slide rule have been generally 

used, and ail calculations have been carefully checked. After the 

computations have been completed they are entered in tables and 

carefully studied and intercompared to eliminate or account for all 

gross errors so far as possible. Missing periods are filled in, so far as 

feasible, by means of comparison with adjacent streams. The 

attempt is made to complete periods of discharge, thus eliminating 

fragmentary and disjointed records. Full notes accompanying such 

estimates follow the discharge tables.
62 SUEJACE WATER SUPPLY OP SEWARD PENINSULA.

DRAINAGE AREAS.

Many persons desire records' of steam flow at places other than 

that where the Survey's discharge measurements are made. In 

order that the engineer may estimate the flow at such a place, 

he most know the drainage area of the stream both at the point of 

measurement and at the point where the flow is desired. In order 

to supply this need to some extent, a table of drainage areas has 

been prepared for practically all the river basins of Seward Peninsula. 

The best available maps have been used the maps of the Nome. 

Grand Central, Solomon, and Casadepaga quadrangles for the areas 

which they cover and the smaller-scale reconnaissance maps for the 

remainder of the peninsula. Portions of these reconnaissance maps 

differ considerably in accuracy, according to whether the topographic 

features were carefully surveyed or seen only at a distance and 

sketched in roughly. The accuracy of the areas as measured on the 

maps differs correspondingly. In general the portions of the maps 

showing the mountain areas surrounding the Fish River flats, the 

north side and east end of the Kigluaik Range, and the Serpentine 

River drainage basin are only approximately correct. Small areas 

are, of course, liable to much greater proportional errors than large 

ones.

In the table tributaries are shown by indention under the name of 

the stream into which they flow; for example, in the Fish River basin 

Pargon and Mukluk rivers flow into the Fish, American Creek and 

Casadepaga River into the Niukluk, etc.

Drainage areas in Seward Peninsula, Alaska.

Stream.

Koyuk Biver basin: 

Koynk Biver .. _________ .

Big Bar Creek.-.. ..............

Tubtrtnlik Elver basin: 

Tubutnlik Biver _________ .

Fish Elver basin: 

Fish River _ ,,.

Nmkiak Elver.. ___ ........

A-mfirirewi fVf«j>V , , . , . .

Locality.

Below Big Bar Creek......................

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

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

B elow Ninklnk River .....................

Month....................... ..........

Rp]nw «amn rrfint ......._.

Elevation.

Feel.

olSO

040

0

6730

6610

0200

«390

cl60

ol35

olOO

o85

«80

040

o600

c480

Drainage 

area.

Sq. miles. 

210

477

648

qc

62

133

125

417

1,040

1,980

2,110

20

36

153

77

552

603

715

726

756

825

13

24

 From reconnaissance topographic maps. & From railroad or ditch levels. 

« From topographic maps.
DISCHARGE OF STBEAMS. 

Drainage areas in Seward Peninsula, Alaska Continued.

63

Stream.

Kish River basin Continued. 

Fish River Continued. ' 

Niukluk River Continued.

Lower Willow Creek. . . .

Canyon Creek. .........

Big Four Creek. ........

Castle Creek........

Birch Creek. .......

Bonanza Creek .........

Goldbottom Creek. ... _ ...

Warm Creek.., . ___ . .

Crooked Creek... __ ..

Guy Creek..............

Dutch Creek.... . .......

Sweetcake Creek. .......

Mfilsing Creek. .. ...........

Bear River. ................

Fox River...... ___ ..........

Klokerblok River basin: 

Klokerblok River __ ...... __ .. .

Goldbottom Creek .........

Topfcok River basin: 

Topkok River.. . ...................

Solomon River basin:

Coal Creek........ _____ ...

Boise Creek...... ____ .

Victoria Creek.. ............

Johns Cr.eek.... ............. ...

East Fork.. ....................

Locality.

Below Goose Creek.. . .....................

Below Big Four Creek. ...................

Below No Man Creek. .....................

Mouth....................................

Mouth..... ...............................

Ditch intake. ............ .................

ditch.

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

Below Castle Creek........................

Mouth....................................

Mouth.......... _ .......................

Below Warm Creek. ......................

Mouth....................................

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

Below Crooked Creek. .....................

Below Guy Creek. .................. ..

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

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

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

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

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

Edge of foothills.. ..........................

Do... .................................

Topkok ditch intake. .....................

Below Johns Creek. ......................

Below East Fork........... _____ .....

Below Shovel Creek.. ....................

Mouth....................................

Mouth....................................

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

Mouth....................................

Elevation.

Feet. <>500

6400

6310

6305

6270

6240

6235

6195

6195

6155

6485

6400

6460

6310

6400

6305

6510

6355

6270

6355

6330

6240

6400

6235

6400

6330

6325

6195

6400

6330

6400

6325

6400

6195

6180

c!35

f 3Qfl

c230

c210

c!90

elOO

c230

c210

/ ion

c!20

c80

clOO

c30

6285

0

6285

6300

6300

0

6250

6245

6146

685

645

0

6480

6250

6475

6470

6245

6307

ft 146

Drainage 

area.

Sq. miles. 

29

47

64

S3

114

132

138

195

201

236

.81

1.0

2.9

6*0

15.4

19.0

4.6

22

24

5.0

4.1

12 7

3.5

6.2

16.5

26

35

44

4.2

4.7

8.1

9.2

4.7

7.1

20

40

13.8

24

31

41

54

71

4.6

2.5

12.0

8.6

30

33

15.2

37

72

4.3

58

3.5

6.6

26

3.2

14.5

37

40

66

87

120

a

e

27

3.3 *) Q

3.4

9 1

17.2

« From raibroad or ditch levels. ft From topographic maps, 

c From reconnaissance topographic maps.
64 STJKFACE WATEK SUPPLY OP SEWAED PENINSULA^

Drainage areas in Seward Peninsula, Alaska Continued.

Stream.

Solomon River basin Continued. 

Solomon River Continued.

Eldorado River basin:

Flambeau River basin:

Nome River basin:

David Creek ...................

Alfteld Creek...... ............

Christian Creek ..............

Manila Creek ...........

Banner Creek. . ............

Buster Creek .................

New Eldorado Creek .........

Osborn Creek............

Bonita Creek ..........

Snake River basin: 

Goldbottom Creek ...........

Snake River................. .

Grouse Creek.. ...............

Cold Creek. .............

North Fork..........

Glacier Creek........... ..

Anvil Creek .............

Little Creek. ..............

Penny River basin: 

Penny River.....................

Cripple River basin: 

Cripple River. .....................

Locality.

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

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

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

Elevation of Darling Creek divide. ........

Miocene ditch intake below Buffalo Creek.

Mouth....................................

Mouth....................................

Below Manila at Pioneer pipe crossing . . . Mouth....................................

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

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

Peninsula Hydraulic Mining Co.'s intake..

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

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

Mouth....................................

Below Little Creek .......................

Mouth....................................

Cripple Rivei Hydraulic Mining Co.'s 

ditch intake.

Mouth....................................

Elevation.

Feet. 0295

ol85

085

0222

o]00

045

ol,020

0285

0

0575

0320

0184

075

«20

0

ol.OOO

o760

0610

0577

0590

o487

0500

0375

0400

a Q^ft

0270 

0184

a OQO

olOO

a 007

0387

0370

020

0387

0225

ol70

o40

0

o490

0485

ol70

ollO

6120

0

6400

Drainage 

area.

Sq. miles.

00

19 Si

17.4

5.4

17 9

oo

51

100

21

13.5

2.8

o 4

63

15

OK

28

37

Cft

ftl

142

3.8

4 4

Q f>

8

C

4.3

4.7

2.7

2

0

4.4

4.5

9 1

2 O

3.2

5.1

5.6

1.43

q A

4 a

5.6

10.5

10.9 

23

32

4 9

7 8

11 a

19

58

77

110

1 9

6.1

1.6

IRQ

6 9

8.1

3

Q

10.2

2 9

19.0

36

8 A

12.1 

34

84

88

 From topographic maps. 6 From reconnaissance topographic maps.
DISCHAEGE OF STBEAMS. 

Drainage areas in Seward Peninsula, Alaska Continued.

65

Stream.

Sinuk River basin:

North Star Creek. . .........

Slate Creek.................

Lost Creek..................

Tisuk River basin: 

Tisuk River.....................

Bluestone River basin: 

Bluestone River ....................

Right Fork......... ............

Tuksuk Channel or Imuruk Basin 

drainage: 

Tuksuk Channel. ... ................

Canyon Creek ......................

Grand Central River basin: 

, West Fork of Grand Central River

Grand Central River...............

Crater Lake Outlet. ..........

North Fork Grand Central

River.

Thompson Creek. .........

Thumit Creek......... ......

Nugget Creek...................

Copper Creek..............

Jett Creek........ .............

Morning Call Creek............

Rainbow Creek. ...............

Kruzgamepa River basin: 

Kruzgamepa River.................

Locality.

Lower measuring section, 1$ miles below 

Upper Lake.

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

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

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

 

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

Sliscovitch roadhouse, 1 mile below Crater 

Creek.

Below Iron Creek. ........................

Month....................................

Elevation.

Feet. 

ol( 025

0770

 700 

 520

0

* 1,100

«800

 670

 520

0900

«540

«575

0564

0505

'400

0700

«575

0564

0505

c400

^200

0

'450

<*500

0

61,010

6850

<*690

<*680

«550

0460

6925

61,030

6860

<*750

<*690

"720

0800

0785

"610

0465

0800

0615

«800

«450

«900

0700

0445

0600

0443

1370 

6248

6248

0

Drainage 

area.

Sq. milet. 

3.4

6.2

8.2

01

73

147

190

238

300

5.9

9.0

12.0

18.0

2.3

2

0

17

6.4

11.2

20

36

53

2.1

3.1

4.8

4.3

9.6

20

36

77

117

37

4,230

30

79

58

84

2.8

5.4

7.7

14.6

23

44

56

1.8

2.3

5.4

5.5

6.9

2.5

.73

2.1

5.4

6.5

.85

1.2

1.4

2.7

1.32

1.90

4.1

1.81

84

124 

153

205

474

» From topographic maps.

6 From railroad or ditchlevels.

63851° WSP 314 13 6

« From reconnaissance topographic maps. 

d From barometer readings.
66 SUEFACE WATER SUPPLY OF SEWARD PENINSULA. 

Drainage areas in Seward Peninsula, Alaska Continued.

Stream.

Kruzgamepa River basin Continued. 

Kruzgamepa River Continued.

Kuzitrin River basin:

East Fork ..................

Kougarok River basin:

Macklin Creek. .................

Henry Creek.,.. . ...............

Arizona Creek ..................

Coarse Gold Creek ..............

North Fork.....................

Harris Creek. ...............

Eureka Creek... . ...........

Left Fork.......................

Windy Creek...................

Coffee Creek ................

Agiapuk River basin:

Allene Creek....................

Locality.

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

Above Goldengate Mining Co.'s intake....

take.

take.

take.

Mouth....................................

Head of big bend above Coarse Gold Creek 

Below Coarse Gold Creek... . ..............

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

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

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

.....do...................,.-.-........ ..

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

Mouth....................................

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

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

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

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

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

Elevation.

Feet. 

o550

«442

6630

6630

630

6475

6450

6425 

C280

C248

6750

6630

6740

6475

6760

6450

40

0

6860

«635

0433

«356 

c341

'320

<*60

860

«670

'480

C700

c580

<*480

C433

410

d400

d390

d375

c341

d 14.A

<»370

c320

<»370

210

Drainage

area.

So. miles. 

11

12

5.4

11.2

12.3

14.9

23

38

40 

50

52

5.4

5.8

5.1

8.9

4.1

14

1,750

1,890

160

340

70

30

28

82

13

6.5

200

16.7

44

171

225

254

288

358

430

547

6.3

11.6

8.9

2.9

5.4

CO

73

S3

90

51

6.3

3.9

10

22

31

ii

19.8

54

66

71

11.7

22

3.1

5.4

27

33

67

24

324

930

1,120

47

a From topographic maps. 

6 From barometer readings. 

« From railroad or ditch levels.

<* From reconnaissance topographic map's. 

« Estimated.
DISCHARGE OF STREAMS. 

Drainage areas in Seward Peninsula, Alaska Continued.

67

Stream.

Agiaeuk River basin Continued. 

Agiapuk River Continued.

Goodhope River basin: 

Right Fork....... ..................

Humboldt Creek...............

Inmachuk River basin:

Bftnnnm OrftAfc T ,...,, r ,...

Pinnell River...................

Kugruk River basin:

Holtz Creek. . . ..... __ ...

Wade Creek (Burnt River) .....

Kiwalik River basin:

Gold Run......................

Boulder Creek. .............

Candle Creek. ..................

Locality.

Mouth....................................

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

Mouth....................................

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

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

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

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

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

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

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

Elevation.

Feet.

o260

a 100

0

a 330

«260

a330

a 100

o210

o!75

o!40

6130

6125

0

o500

0450

o!75

o!40

6125

6 960

c470

02

6590

6580

<*570

a 550

0430

h A/KJ

6383

a"230

a"510

dSOO

6130

02

Drainage 

area.

So. miles. 

380

593

58

108

114

130

80

194

437

500

49

67

10.6

20

110

8.6

44

142

145

160

177

240

11

16

ii

%

12

1f¥>

-IKO

396

556

<wa

893

141

32

177

212

336

596

740

firm

21

26

56

124

8 7

9

n

91

OQ

4.0

10.0

14.0

qc

9

A

Ifi

oo

nvt

67 ins

07

60

o Estimated.

6 From railroad or ditch levels.

c From reconnaissance topographic maps. 

d From barometer readings.
68 STJKPACE WATER SUPPLY OF SEWABD PENINSULA.

DETAILED DESCRIPTIONS AND MEASUREMENTS.

FISH RIVER DRAINAGE BASLNf. 

DESCRIPTION.

Fish River is one of the largest streams in southern Seward Peninsula. It drains a large area south of the Bendeleben Mountains and 

discharges into Golofnin Sound. Its drainage area comprises 2,110 

square miles above tide at White Mountain and is composed of two 

large basins of about equal size, that of Fish River proper to the east, 

and that of Niukluk River to the west. Fish River receives many 

large and important tributaries, of which Pargon River and Niukluk 

River with its tributaries, Casadepaga River and Ophir Creek, are 

economically the most important. These streams will receive 

separate consideration. Fish River rises in the heart of the Bendeleben Mountains and flows in a general southward direction. In its 

upper course it receives Boston Creek from the west and Mosquito 

Creek, Kathatulik and Etchepuk rivers, and Cache Creek from the 

east.

Oregon and Baker creeks are good-sized tributaries of Boston Creek. 

They rise in the mountains and occupy large U-shaped valleys similar 

to that of Boston Creek, carved out by former glaciers. The side 

streams in the mountains also occupy glaciated U-shaped valleys. 

Upper Fish River presents two very diversified types of topography 

the mountains, which are high and rugged with elevations up to 

about 3,500 feet, and the Fish River flats, a lowland basin surrounded 

by mountains and hills. There is some timber along the river in the 

flats, but otherwise the drainage basin is largely barren of trees. The 

Omilak silver mine, located on Omilak Creek, tributary to Mosquito 

Creek, is the only mine in this area, and the only silver mine in this 

part of Alaska. The streams of this basin would furnish considerable 

power, but the area is, and probably always will remain, practically 

deserted.

The following is a list of miscellaneous measurements made in the 

Fish River drainage basin.

Miscellaneous measurements in Fish River drainage basin.

Data.

1909

Aug. 21

21

21

Sept. 14

Stream. Tributary to 

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

Fish River.....

Locality.

mountains.

mountains.

Dam site at Fox River

roadhonse.

Elevation,*

Feet.

350

450

700

Discharge.

Sec.jl.

102

2

ILl

1L7

Drainage 

area.

Sq.mile*.

15.2

Discharge 

per

mile.

Sec.-ft.

ft 77

Approximate.
FISH RIVER DRAINAGE BASIN. 69

PABGON RIVER DRAINAGE BASIN. 

DESCRIPTION.

Pargon River rises in the heart of the Bendeleben Mountains, 

between the headwaters of Boston Creek on the east and Niukluk River 

on the west. After flowing southeastward through a U-shaped 

valley for about 15 miles it enters the Fish River flats, through which 

it wiids for a somewhat longer distance, emptying into Fish River 

near the point where the latter stream leaves the flats. It drains a 

total area of 153 square miles, of which about 50 square miles lies 

within the mountainous area. Its principal tributaries are Dillon, 

McKelvie, and Helen creeks from the west and Decarey and Lanagan 

creeks from the east in the mountains, and Duncan and Ready 

Bullion creeks in the flats.

Its headwaters reach an elevation of about 2,800 feet. Chauik 

Mountain, at the head of Helen Creek, is 3,510 feet high. All the 

upper drainage basin of Pargon River has been glaciated, as is 

proved by the cirquelike heads of the valleys and the large deposits 

of morainic material at the mouths ef the side canyons and of the 

main valley of the river. No glacial lakes have been formed and 

there are practically no springs within the area, but the high elevations serve to furnish a good water supply at all times during the 

mining season. The hills lying south of the lower course of the river 

are partly covered with a good growth of spruce, some of which has 

been used in flume construction on the Pargon ditch. The upper 

portion of the basin contains some thickets of alder, but is otherwise 

unforested. The divide between the extreme western portions of 

the Fish River flats, through which the Pargon flows, and the head of 

Ophir Creek is low, and advantage has been taken of it to divert the 

waters of Pargon River and its western tributaries into Ophir Creek, 

from which they are taken by a ditch lower down. The Pargon ditch 

is 11.2 miles long and has a capacity of about 36 second-feet in the 

lower portion. Gold has never been found in this basin in paying 

quantities, although considerable prospecting has been done.

No stream measurements were made on Pargon River or the ditch 

until 1909. Several gages had been installed on the ditch system of 

the Wild Goose Mining & Trading Co. in earlier years, and records 

are available on two of them. A number of measurements made by 

engineers of the company were of great assistance in defining the 

ratings. The following stations have been maintained in this basin:

Pargon River and Pargon ditch at intake, 1909. 

Pargon ditch below McKelvie Creek, 1908-9. 

Paigon ditch below Helen Creek, 1906-1909.
70 SURFACE WATER SUPPLY OF SEWABD PENINSULA.

PARGON RIVER AND PARGON DITCH AT INTAKE.

This station, which was established July 1, 1909, is located at the 

intake of the Pargon ditch of the Wild Goose Mining & Trading Co. 

The records on the ditch show the quantity of water diverted from 

Pargon River; those on the river show the quantity that flows over 

the diversion dam; together they give the total discharge of the river 

available for the ditch. Records on this stream are also of considerable interest as showing the relative rates of run-off in the Bendeleben and Kigluaik mountains.

Dillon and Decarey creeks enter the river from the west and east, 

respectively, within a mile below the station; the tributaries above 

the station are unnamed. The results obtained on the ditch are 

excellent. No measurements of the river were obtained when there 

was any considerable amount of water running over the dam, and the 

gage readings prior to August 20, 1909, were taken from a gage which 

was poorly located. Records for the river are accordingly unsatisfactory, but the discharge over the dam is only a small portion of the 

total. There is probably a considerable amount of underground 

seepage past the station.

The lowest average discharge recorded for one week is 10.5 secondfeet from July 28 to August 3, 1909( but there was probably a slightly 

lower minimum in 1908. No maximum values have been recorded.

Discharge measurements of Pargon River below intake of Pargon ditch in 1909.

[Elevation, 730 feet]

Date.

Aug. 20

Sept. 18

Hydrographer.

F. F. Henshaw ............ ___ ..... __ .... _ ...........................

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

Gage

height.

Feet. 

0.35

.25

Discharge.

Sec.-ft.

4.5

1.5

Discharge measurements of Pargon ditch at intake in 1909.

Bate.

July 18

Sept. 5

18

Hydrographer. height.

Feet. 

1.46

1.41

1.27

1.19

Discharge.

Sec.-fi. 

21.7

20.3

15.9

14.8
FISH RIVER DRAINAGE BASIN. 71

Daily gage height, in feet, and discharge, in second-feet, of Pargon River and Pargon ditch

at intake for 1909.

[Drainage area, 20 square miles. Observer, E. Decarey.j

5?

ft

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

Mea 

Mea 

sqi 

Ru 

de 

in 

dr 

an

July.

River.

Gage 

height.

0.85 

.95 

.85 

1.00 

.85

1.10

.70 

.75 

.70

.85 

.75 

.70 

.55 

.55

.45

.35 

.35

Mean.

Q per 

laremile 

n-off, 

pth in 

ehes on 

ainage 

sa

Discharge.

48 

62

48 

70 

48

89 

54 

29 

35 

29

48 

35 

29 

16 

16

9.0 

7.0 

4.5 

4.5 

2.0

2.0 

1.5 

1.5 

1.5 

1.5

1.0 

1.0 

1.0 

1.0

.7 

.7

22.5

Id 9

1.71 

1.97

Ditch.

Gage 

height.

0.75 

.75 

.92

1.08 

1.08 

1.25 

1.42 

1.42

1.42 

1.46 

1.46 

1.54 

1.42

1.42 

1.37 

1:33 

1.31 

1.17

1.12 

1.14 

1.08

!94

........

Discharge.

0 

0 

0 

0 

0

0 

0 

5.4 

5.4 

8.2

11.6 

11.6 

15.8 

20.6 

20.6

20.6 

21.7 

21.7 

24.1 

20.6

20.6 

19.1 

18.0 

17.4 

13.7

12.5 

13.0 

11.6 

10.2 

9.4 

8.6

11.7

August.

River.

Gage 

height.

6.75

.55 

.55 

.70 

.35 

.45

.70 

.35 

.35

.35

.30 

.25 

.22 

.22 

.20

.20 

.20 

.20 

.20 

.25 

.22

........

Discharge.

1.0 

1.0 

1.0 

1.5 

2.0

1.0 

1.0 

1.5 

35 

24

16 

16 

29 

4.5 

9.0

29 

4.5 

4.5 

4.5 

4.5

2.8 

1.5 

1.0 

1.0

.7

.7 

.7 

.7 

.7 

1.5 

1.0

6.54

1.20

1.38

Ditch.

Gage 

height.

0.94 

1.04 

.92 

1.33 

1.42

1.25 

1.17 

1.10 

1.42

1.33 

1.42 

1.33 

1.33 

1.33

1.33 

1.42 

1.42 

1.42 

1.42

1.42 

1.39 

1.35 

1.33 

1.31

1.31 

1.29 

1.33 

1.31 

1.39 

1.33

........

Discharge.

8.6 

10.7 

8.2 

18.0 

20.6

15.8 

13.7 

12.0 

20.6 

20.0

18.0 

20.6 

18.0 

18.0 

18.0

18.0 

20.6 

20.6 

20.6 

20.6

20.6 

19.7 

18.6 

18.0 

17.4

17.4 

16.8 

18.0 

17.4 

19.7 

18.0

17.5

September.

River.

GaW 

height.

0122 

.22 

".22 

.22 

L22

.22 

.22 

.22 

.22 

.22

.22 

.22 

i22 

.28 

.25

.28 

.25 

.25 

.22 

.22

.22

.22 

.22

.22

Discharge.

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

2.3 

1.5

2.3 

1.5 

1.5 

1.0 

1.0

1.0 

1.0 

1.0 

1.0

1.0

1.16 

14.6

ron

.68

Ditch.

Gage 

height.

] 

]

] 

] 

] 

]

]

L.35 

L.33 

L29

1.29 

L27

.25 

1.23 

.19 

.17 

.17

.12

.12 

.10 

.31 

.29

.35 

.23 

.19 

.12 

.12

.17 

.12 

.10

.08

Discharge.

18.6 

18.0 

16.8 

16.8 

16.3

15.8 

15.2 

14.2 

13.7 

13.7

12.5 

12.5 

12.0

17.4 

16.8

18.6 

15.2 

14.2 

12.5 

12.5

13.7 

12.5 

12.0 

12.0 

11.6

13.4

NOTE. The combined discharges for the river and ditch give the total flow above the diversion dam. 

Values for the river are only approximate, as they were obtained from gage heights which wi ire not of the 

highest accuracy by means of a rating table extended from measurements at low stages. Th jy were computed hi order to give a general Idea of the total flow of the river.

the

PARGON DITCH BELOW McKELVXE CREEK.

Records at this station were begun July 1, 1908. The 

located in a flume about 200 feet below the point Where the 

Creek lateral joins the main ditch and about 3 milps below 

The discharge of the ditch at this point shows the amount 

from Pargon River and Dillon and McKelvie creeps, less the 

in the upper 3 miles.

The flume is permanently founded on rock, and the rating developed 

in 1909 is believed to apply closely to gage readings obtained in 1908.

gage is 

McKelvie 

uitake. 

diverted 

seepage
72 SURFACE WATER SUPPLY OF SB WARD PENINSULA.

The lowest discharge recorded for one week is 8.16 second-feet, 

July 23 to 29, 1908. The capacity of this portion of the ditch is 

about 26 second-feet,

Discharge measurements ofPargon ditch below McKelvie Creek m 1909.

Date.

July 18

Ana 10

17

1ft

ia

Hydrographer.

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

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

Gage

height.

Feet. 

1 60

1.58

1.35

.94

1.24

Discharge.

Sec. ft. 

26.1

25.4

18.9

16.0

8.4

14.5

Daily gage height,, in feet, and discharge, in second-feet, of P argon ditch below McKelvit

Creek for 1908.

[Observer, E. Decarey.]

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

97

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

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

30

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

Mean

July.

Gage 

height.

1.33 

1.25 

1.42 

1.58 

1.50

1.29 

1.29 

1.17 

1.08 

1.08

1.17 

1.17 

1.17 

1.04 

1.04

1.04 

1.04 

1.08 

1.00 

1.08

1.04 

1.00 

1.00 

1.00 

.92

.92 

.92 

.92

.88 

1.58 

1.58

Discharge.

17.7 

15.4 

20.4 

25.4 

22.8

16.5 

16.5 

13.4 

11.2 

11.2

13.4 

13.4 

13.4 

10.3 

10.3

10.3 

10.3 

11.2 

9.4 

11.2

10.3 

9.4 

9.4 

9.4 

7.8

7.8 

7.8 

7.8 

7.1 

25.4 

25.4

13.3

August.

Gage 

height.

1.58 

1.58 

1.58 

1.50

.75 

1.58 

1.58 

1.58 

1.58

1.58

1.58 

1.58 

1.58 

1.58

1.58 

1.58 

1.58 

1.58 

1.58

1.54 

1.54 

1.54 

1.54 

1.50

1.50 

1.52 

1.50 

1.50 

1.50 

1.50

........

Discharge.

25.4 

25.4 

25.4 

22.8

5.0 

25.4

25.4 

25.4 

25.4

25.4 

25.4 

25.4 

25.4 

25.4

25.4 

25.4 

25.4 

25.4 

25.4"

24.1 

24.1 

24.1 

24.1 

22.8

22.8 

23.4 

22.8 

22.8 

22.8 

22.8

23.1

September.

height.

1.50 

1.50 

1.50 

1.50 

1.50

1.58 

1.58 

1.58 

1.58 

1.58

1.54 

1.54

Discharge.

22.8 

22.8 

22.8 

22.8 

22.8

25.4

25.4 

25.4 

25.4 

25.4

24.1

24.1

24.1
FISH EIVEB DRAINAGE BASIN. 73

Daily gage height, in feet, and discharge, in second-feet, of Pargo\n ditch below McJZelvie

Creek for 1909.

[Observer, E. Decarey.]

Day.

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

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

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

4......... _ ........

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

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

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

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

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

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

11.... _ . __ ....

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Mean..........

June.

height.

1.38 

1.42 

1.58 

1.56

1.50 

1.53 

1.50 

1.33 

1.47

Discharge

19.2 

20.4 

25.4 

24.7

22.8 

23.8 

22.8 

17.7 

21.9

22.1

July.

Gage 

height.

1.56 

1.56 

1.56 

1.56 

1.58

1.58 

1.57 

1.58 

1.56 

1.58

1.58 

1.57 

1.58 

1.56 

1.59

1.57 

1.56 

1.60 

1.58 

1.54

1.51 

1.44 

1.42 

1.28 

1.23

1.17 

1.15 

1.11

1.08 

1.08 

1.02

Discharge.

24.7 

24.7 

24.7 

24.7 

25.4

25.4 

25.0 

25.4 

24.7 

25.4

25.4 

25.0 

25.4 

24.7 

25.7

25.0 

24.7 

26.0 

25.4 

24.1

23.1 

21.0 

20.4 

16.3 

14.9

13.4 

12.8 

11.8 

11.2 

11.2 

9.8

21.5

August.

*

1.02 

1.07 

.99 

1.50 

1.49

1.36 

1.25 

1.21 

L12 

0.62

1.58 

1.60 

1.58 

1.58 

1.59

1.57 

1.58 

1.58 

1.58 

1.58

1.58 

1.56 

1.52 

1.50

L47

1.45 

1.42 

1.46 

1.46 

1.46 

1.42

Discharge.

9.8 

10.9 

9.2 

22.8 

22.5

18.6 

15.4 

14.4 

12.1 

3.3

25.4 

26.0 

25.4 

25.4 

25.4

25.0 

25.4 

25.4 

25.4 

25.4

25.4 

24.7 

23.4 

22.8 

21.9

21.3 

20.4 

2L6 

21.6 

21.6 

20.4

20.6

September.

Gage 

height.

I.* 

L41 

L3( 

1.3! 

L.S

i.a

1.2i 

1.2! 

l.Zi..a

1.2] 

1.21 i.r

L3( 

1.3

1.8 

1.3 

1.2 

L2 

1.1

1.1 

L.1 

LI 

LI 

L.1

:

1

\

I

t 

t

\

t 

i i 

>

!

Discharge.

21.0 

20.1 

18.6 

17.7 

18.6

17.7 

16.5 

16.3 

14.6 

14.1

14.4 

14.4 

13.4 

18.6 

18.3

IS.3 

17.4 

15.4 

14.4 

12.8

13.4 

13.8 

13.8 

13.4 

12.4

16.0

PARGON BITCH BELOW HELEN CREEK.

Records have been kept in the flume across Hel^n Creek simce 1906 

by John Baker, the ditch walker. They show thje amount of water 

that the ditch carries below Helen Creek, the lowest stream which it 

diverts. This point is about 4 miles above the Outlet of the ditch 

into Opliir Creek. The loss by seepage in that Distance is about 3 

second-feet, which should be deducted from the discharges at the 

station to give the quantity of water delivered to the Canyon 

ditch on Ophir Creek. The lateral flume to Helejn Creek enters the 

main ditch about 40 feet below the gage, which is located in tlie upper 

end of the flume, but the gage readings are believe^ to be a true index 

of the discharge below the junction. Measurements are made in 

the two flumes, and the sum gives the total discharge of the jditch.

The lowest recorded discharge for one week is 7*6 second-feet, July 

24 to 29, 1908, but this value is believed to be 5 or 6 second+feet too
74 SURFACE WATER SUPPLY OP SEWAED PENINSULA.

small, as shown by comparison with records at other stations. The 

capacity of the ditch below Helen Creek is practically 36 second-feet.

Discharge measurements of P argon ditch below Helen Creek in 1909.

Date.

Aug. 19

Sept. 1710

Hydrographer,

.....do.....;..............................-.............--..

.....do...,.. .....................-....-- .............

Gage 

height.

Feet. 

1.56

1.27

1.19

I

Above 

Helen 

Creek 

lateral.

Sec.-ft. 

24.8

15.5

19 7

>ischarg«

Helen 

Creek 

lateral.

Sec.-ft. 

6.1

5.8

5.6

.

Total.

Sec.-ft. 

30.9

21.3

18.3

Daily gage height, in feet, and discharge, in second-feet, of P argon ditch below Helen Creek

for 1906 and 1907.

[Observer, John Baker.]

>>o9 

«

1

«

3

4

5

6

7

8

9

in

1119

13

14

15

16

17

18

19

30

21..

Iff,

23.. 

24.. 

25..

26.. 

27.. 

28.. 

29.. 

30.. 

31..

Mn.

19C6

July.

Gage 

height.

1.69

1.73 

1.67 

1.60

1.71 

1.71 

1.69 

1.62 

1.65 

1.63

Discharge.

35.6 

0 

37.1 

34.9 

32.4

36.4 

36.4 

35.6 

33.1 

34.2 

33.5

31.7

August.

Gage 

height.

1.56 

1.50 

1.50 

1.56 

1.65

1.73 

ol.42 

1.69 

1.67 

ol.71

1.71 

ol.71 

ol.67 

1.65

ol.58 

1.58 

1.58 

1.58 

1.67

1.65 

1.62 

1.58 

1.58 

1.58

01.58

1.00 

1.29 

1.00

Discharge.

31.0 

28.8 

28.8 

31.0 

34.2

37.1 

13.0 

35.6 

34.9 

18.2

36.4 

18.2 

17.4 

34.2 

0

15.8 

31.7 

31.7 

31.7 

34.9

34.2 

33.1 

31.7 

31.7 

31.7

15.8 

0 

0 

13.2 

21.9 

13.2

24.9

September.

Gage 

height.

1.71 

1.58 

1.58 

1.58 

1.62

1.62 

1.62 

1.62 

1.62 

1.62

1.62 

1.42 

1.42 

1.58 

1.58

1.58 

1.58 

1.58 

00.83

.83 

1.00 

1.00 

1.00 

1.00

Discharge.

36.4 

31.7 

31.7 

31.7 

33.1

33.1 

33.1 

33.1 

33.1 

33.1

33.1 

26.1 

26.1 

31.7 

31.7

31.7 

31.7

31.7 

4.5 

0

9.0 

13.2 

13.2 

13.2 

13.2

25.6

1907

July.

Gage 

height.

1.60

1.55 

1.29 

1.46 

1.54 

1.54

1.42 

1.56 

1.56 

ol.54 

ol.54

1.52 

1.54 

1.62 

1.65 

1.67 

1.65

Discharge.

32.4

30.6 

21.9 

27.4 

30.2 

30.2

26.1 

31.0 

31.0 

15.1 

15.1

29.5 

30.2 

33.1 

34.2 

34.9 

34.2

28.7

August.

Gage 

height.

1.66 

1.65 

1.66 

1.67 

1.65

ol.62 

1.65 

1.68 

1.66 

1.62

1.62 

1.67 

1.65 

1.67 

ol.62

1.62 

1.17 

o0.83 

1.21 

1.17

1.12 

1.08 

1.38 

1.42 

1.42

1.42 

1.46 

1.46 

1.50 

1.50 

1.50

Discharge.

34.6 

34.2 

34.6 

34.9 

34.2

16.6 

34.2 

35.3 

34.6 

33.1

33.1 

34.9

34.2 

34.9 

16.6

33.1 

18.1 

4.5 

19.3 

18.1

16.6

15.4 

24.8 

26.1 

26.1

26.1 

27.4 

27.4 

28.8 

28.8 

28.8

27.4

September

Gage 

height.

1.50 

1.50 

1.50 

1.50 

1.50

1.48 

1.50 

1.50 

1.46 

ol.l7

1.00 

1.08 

1.21

1.27 

1.40 

1.38 

1.46 

1.46

1.46 

1.46 

1.46 

1.50 

1.49

Discharge.

28.8 

28.8 

28.8

28.8 

28.8

28.1

28.8 

28.8 

27.4 

9.0

0 

0 

0 

0 

0

0

0 

13.2 

15.4 

19.3

21.2 

25.4

24.8 

27.4 

27.4

27.4 

27.4 

27.4 

28.8 

28.5

18.7

o Water turned out during day. Discharge taken as one-half of discharge corresponding to gage height.
FISH RIVER DRAINAGE BASIN. 75

Daily gage height, in feet, and discharge, in second-feet, of Pargoty ditch below Helen Creek

for 1908 and 1909. 

[Observer, John Baker.]

Day.

1908. 

1.... 

2.... 

3.... 

4.... 

5....

6.... 

7....

8.... 

9.... 

10....

11..., 

12.... 

13.... 

14.... 

15....

July.

Gage 

height.

1.58 

1.42 

1.42 

1.58 

1.50

1.29 

1.21 

1.17 

1.17 

1.17

1.25 

1.2(5 

1.25 

1.00 

1.04

Discharge.

31.7 

26.1 

26.1 

31.7 

28.8

21.9 

19.3 

18.1 

18.1 

18.1

20.6 

20.6 

20.6 

13.2 

14.3

Day.

1909. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

31. ......--------.---

1

August.

Gage 

height.

1.58 

1.58 

1.33 

1.17

.92 

1.58 

1.62 

1.62 

1.62

1.62 

1.71 

1.71 

1.71 

1.71

Discharge.

31.7 

31.7 

23.2 

18.1

11.1 

31.7 

33.1 

33.1 

33.1

33.1 

36.4 

36.4 

36.4 

36.4

September.

Gage 

height

1.71 

1.71 

1.58 

1.67 

1.67

1.67 

1.67 

1.67 

1.67 

1.67

1.62 

1.62 

1.62 

1.62 

1.62

June.

Gage 

height.

1.58

1.50 

1.54 

1.58 

1.58 

1.44

1.58 

1.6T 

1.62 

1.44 

1.56

Discharge.

31.7

28.8 

30.2 

31.7 

31.7 

26.8

31.7 

34.9 

33.1 

26.8 

31.0

30.8

Discharge.

36.4 

36.4 

31.7 

34.9 

34.9

34.9 

34.9 

34.9 

34.9 

34.9

33.1 

33.1 

33.1 

33.1 

33.1

Day.

1908. 

16.... 

17.... 

18.... 

19.... 

20....

21 .... 

22.... 

23.... 

24....

25....

26.... 

27.... 

28.... 

29.... 

30.... 

31 ....

Mean.

July.

Gage 

height.

0.92 

.92 

1.00 

.92 

.92

.92 

.92 

.83 

.83 

.79

.75 

.71 

.71 

.71 

1.42 

1.00

July.

Gage 

height.

1.58 

1.60 

1.65 

1.65 

1.69

1.73 

1.69 

1.69 

1.65 

1.62

1.62 

1.55 

1.56 

1.56 

1.54

1.52 

1.52 

1.56 

1.56 

1.49

1.48 

1.40 

1.36 

1.25 

1.21

1.19 

1.22 

1.15 

1.12 

1.10 

1.08

Discharge.

31.7 

32.4 

34.2 

34.2 

35.6

37.1 

35.6 

35.6 

34.2 

33.1

33.1 

30.6 

31.0 

31.0 

30.2

29.5 

29.5 

31.0 

31.0

28.5

28.1 

25.4 

24.1 

20.6 

19.3

18.7 

19.6 

17.5 

16.6 

16.0 

15.4

28.1

Discharge

11.1 

11.1 

13.2 

11.1 

11.1

11.1 

11.1 

9.0

9.0 

8.1

7.3 

6.5 

6.5 

6.5 

26. 1 

13.2

16.2

August.

Gage 

. height, c

1.67 

1.67 

1.67 

1.67 

1.71

1.67 

1.67 1.67 

1.69 

1.69

1.67 

1.67 

1.67 

1.67 

1.67 

1.67

!......

August.

Gage 

height.

1.06 

1.08 

1.10 

1.38 

1.38

1.28 

1.20 

1.17 

1.48 

1.07

1.53 

1.56 

1.60 

1.58 

1.56

1.60 

1.58 

1.57 

1.55 

1.54

1.55 

1.52

1.48 

1.46 

1.45

1.42 

1.42 

1.44 

1.42 

1.44 

1.40

Discharge.

14.9 

15.4 

16.0 

24.8 

24.8

21.6 

19.0 

18.1 

28.1 

15.2

29.9 

31.0 

32.4 

31.7 

31.0

32.4 

31.7 

31.3 

30.6 

30.2

30.6 

29.5 

28.1 

27.4 

27.1

26.1 

26.1 

26.8 

26.1 

26.8 

25.4

26.1

Disharge.

34.9 

34.9 

34.9 

34.9 

36.4

34.9 

34.9 

34.9 

35.6 

35.6

34.9 

34.9 

34.9 

34.9 

34.9 

34.9

31.8

September.

Gage 

height.

1.62 

1.62 

1.62 

1.58 

1.54

1.58

1.58

.......

Discharge.

33.1 

33.1 

33.1 

31.7 

30.2

31.7 

31.7

33.6

September.

height.

1.41 

1.37 

1.35 

1.35 

1.33

1.31 

1.29 

1.29 

1.26 

1.25

1.24 

1.22 

1.23 

1.33 

1.34

1.33 

1.28 

1.25 

1.21 

1.17

1.23 

1.21 

1.21 

1.20 

1.16

Discharge.

25.7 

24.4 

23.8 

23.8 

23.2

22.5 

21.9 

21.9 

20.9 

20.6

20.3 

19.6 

20.0 

23.2 

23.5

23.2 

21.6 

20.6 

19.3 

18.1

20.0 

19.3 

19.3 

19.0 

17.8

21.3

NOTE. The gage is located in the flume across Helen Creek above the Helen Creek lateral, and the readings 

are assumed to be an index of the discharge below the junction, but when a large portion of the water is 

coming from Helen Creek the discharge may be greater for the same gage height. Discharges from about 

July 14 to 29,1908, are questionable, because they are not consistent with those for the stations below and 

above. They may be 5 or 6 second-feet low.
76 SURFACE WATER SUPPLY OF SEWARD PENINSULA. 

MISCELLANEOUS MEASUREMENTS.

The following lists give the results of miscellaneous measurements 

made of streams and ditches in the Pargon River drainage basin.

Miscellaneous measurements in Pargon River drainage basin in 1909.

Date.

Aug. 19

Sept. 17

19

Sept. 5

18

22

Sept. 18

Aug. 19

Sept. 17

19

Stream.

Pargon River....

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

McKeMe Creek .

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

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

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

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

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

Tributary to 

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

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

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

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

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

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

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

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

Locality.

Below Miocene intake.

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

crossing.

intake. 

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

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

ditch intake. 

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

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

Elevation.

Feet. 

610

610

710

710

710

600

650

550

700

700

700

580

Discharge.

Sec.-ft. 

o26

ol4.0

4.0

8.9

6.4

4.5

2.3

o n

4.5

5.8

5.6

61.24

Drainage 

area.

Sq. m. 

36

36

o Not including Pargon ditch, the record below McKelvie Creek shows amount diverted past this station, 

ft Inflow below Pargon ditch intake.

Miscellaneous measurements of Pargon ditch in 1909,

Date.

Sept. 5

Aug. 19

July 17

Aug. 19

Sept. 5

18

Aug. 19

Sept. 17

19

Ditch.

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

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

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

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

McKelvie lateral.............

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

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

Helen Creek lateral. ..........

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

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

Locality.

Below Dillon Creek ...........................

Outlet into Ophir Creek.......................

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

.....d6.. ......................................

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

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

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

Gage 

height.

Feet.

ol.56

ol.50

ol.33

ol.56

ol.27

ol.l9

Discharge.

Sec.-ft. 

14.2

15.3

29.2

27.5

19.7

7.4

3.9

3.0

6.1

5.8

5.6

o These gage heights refer to the Pargon ditch gage located about 40 feet above the outlet of the Helen 

Creek lateral.

NIUKLUK RIVER DRAINAGE BASIN. 

DESCRIPTION.

Niukluk River, the large western tributary of Fish River, rises 

near Mount Bendeleben, at the west end of the Bendeleben Mountains, and flows in a general southeasterly direction to its junction 

with Fish River. It drains an area of 825 square miles, or nearly 

as much as that drained by the main river at the junction. Its 

upper drainage basin, like that of Fish River, presents a diversified 

topography, including as it does Mount Bendeleben, 3,760 feet in 

elevation, the highest peak in this portion of Seward Peninsula, and
FISH BIVEE DRAINAGE BASIN. 77

the highland surrounding it, as well as the flat lowland divide which 

stretches from Niukluk River to Kruzgamepa River on the west. 

Its principal tributaries are Kingsley and Shoestring creeks from 

the east in the mountains, Goldbottom, Ophir, aiid Melsing creeks 

lower down, and Libby River, American Creek], and Casadepaga 

River from the west. The basins of Casadepagfr River, American 

Creek, and Ophir Creek will be described separately.

AMERICAN CREEK.

American Creek rises in the highlands north of the Casadepaga. 

In its upper course it has a moderate gradient and a rather wide 

gravel bed. After making a turn to the east it enters a steep canyon 

some 400 feet deep. Below this it enters the Rowland previously 

noted and flows eastward into the Niukluk. Its principal tributaries are Auburn Ravine and Game Creek, both from the northeast 

above the canyon. Mining has been carried oil in the basin of 

American Creek, notably on Auburn Ravine, but the production 

has not been great.

Records were kept on American Creek at twjo points during a 

part of the season of 1908 to obtain data of th^s amount of water 

available for sluicing. The upper station was located just below 

the mouth of Auburn Ravine, where channel conditions were somewhat shifting. Gage readings were obtained during part of July. 

The lower station was below Game Creek and atjove the canyon of 

American Creek. Gage readings were recorded for a few days in 

July and August. No measurements were obtained at the higher 

stages at either station.

Gage height, in feet, and discharge, in second-feet, of American Creek below Auburn Ravine

for 1908.

[Drainage area, 13 square miles. Elevation, 600 feet.]

Date.

Measurements. 

July 9......................

July 18......................

Sept. 17......................

July 10. ..................... 

July 11.. ....................

July 12...................... 

July 13...................... 

July 14......................

Gage

Feel. 

0.40

.43

.70

.40

.48 

.43

.40 

.39

Discharge.

Sec-.ft. 

2.0

1.2

2.0

7.2

2.0 

3.8

2 7

2.0 

1.8

Date.

Gage readings Continued. 

July 15. ........ .....|.......

July 16......................

July 17... ...........J.......

July 18. ........ .....j.......

July 19......................

July 20. ........ .....J.......

July 21. .......... ...]....... 

July 22. ........ ....4. ...... 

July 23. ............. j.......

July 24......................

July 30. ............. J.......

Gage 

height.

Feet. 

0.40

.37

.39

.38

.39

.41

.38 

.37 

.35

.35 

1.20

Discharge.

Sec.-ft. 

2.0

1.8

1.6

1.8

2.2

1.6 

1.4 

1.0

1.0 

24.0

NOTE. Mean discharges nave been estimated as follows: July 9 to 31,3.6 second-feet; Aug. 1 to 31, 4.1 

second-feet.
78 SURFACE WATEE SUPPLY OF SEWABD PENINSULA.

Gage fteight, in feet, and discharge, in second-feet, of American Creek below Game Creek

for 1908.

[Drainage area, 24 square miles. Elevation, 480 feet]

Date.

Measurements. 

July 9......................

July 18......................

Aug. 25......................

July 29......................

July 30...................... 

July 31......................

Gage

Feet. 

0.50

.45

.53

.40

.60 

1.00

Discharge.

Sec-.ft.

% 7

9 fi

5.9

1.5

11.5 

44

Date.

Gage readings Continued. 

Aug. 1... .....................

Aug. 2........................

Aug. 3........................

Aug. 6........................ 

Aug. 7............'............

Aug. 8........................

Gage 

height.

Feet. 

0.70

.60

.50

.50

1.10

. .70 

.60

.50

Discharge.

Sec.-ft. 

19.0

11.5

5.5

5.3

53

19.0 

11.5

5.5

NOTE. Mean discharges have been estimated as follows: July 9 to 31, 5.5 second-feet; Aug. 1 to 31, 9.3 

second-feet.

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Niukluk River drainage basin.

Miscellaneous measurements in Niukluk River drainage basin in 1909.

Date.

Sept. 15

Stream. Tributary toFish River........

Locality. Elevation.

Feet. 

100

80

Discharge.

Sec.-ft. 

296

9.6

Drainage 

area.

Sq. m. 

644

39

Discharge 

per 

square

mile.

Sec.-ft. 

0.46

.32

CASADEPAGA RIVER DRAINAGE BASIN. 

DESCRIPTION.

Casadepaga River, the largest western tributary of the Niukluk, 

rises south of Iron Creek and flows in a northeasterly direction, 

joining the main stream about 15 miles above Council. It drams 

an area of about 224 square miles composed largely of limestone 

and schist hills.

Its principal tributaries are Willow, Curtis, Ruby, Penelope, Big 

Four, and No Man creeks from the southeast and Moonlight, Lower 

Willow, Canyon, Goose, and Bonanza creeks from the northwest. 

Placer gold has been mined on the river and most of its tributaries.

Moonlight Creek is notable for the large limestone springs which 

furnish its principal water supply and which rise about a mile above 

its mouth. The Moonlight Creek ditch, which has its intake at the 

springs, is about 2 miles long and diverts water to bench claims on 

the left bank of the Casadepaga. It is 6 feet wide on the bottom
PISH EIVEE DRAINAGE BASIN. 79

and has a capacity of about 15 second-feet. Workj has been done on 

this ditch at different times since 1902, but it is not complete and 

only a little water was carried through it in 1908.

Canyon Creek is another important confluent and supplies two 

ditches. One has its intake just below All Gold Creek, 4 miles 

above the mouth, and extends about 3% miles along the left bank, 

picking up the flow of Boulder Creek. The oth^r takes its water 

from a large spring just above the mouth of Boulder Creek, also on 

the left bank. There are also small ditches about 2 miles long on 

Ruby and Penelope creeks and a short ditch on Goose Creek.

The only gaging station that has been maintained on Casadepaga 

River is located below Moonlight Creek.

CASADEPAGA RIVER BELOW MOONLIGHT CREEK.

This station, which was established July 3, 1908, was located just 

below the mouth of Moonlight Creek, about half a mile above Curtis 

Creek and 6 miles above Lower Willow Creek. Th0 records show the 

run-off of the upper part of the Casadepaga drainage basin and in 

connection with miscellaneous measurements indicate the water supply available for the Moonlight Creek ditch and the proposed extension to the upper Casadepaga. The low-water flow at this point 

comes largely from springs, the largest being those on Moonlight 

Creek. The stream is subject to quick and severe floods. The maximum discharge recorded is 1,080 second-feet, July 30, 1908, but this 

is believed not to be by any means a maximum flow. The low-water 

discharge in 1908 is uncertain, as no measurements of less than 40 

second-feet were obtained, but the measurement o^f 1909 was made 

at a time of an equally severe drought, and the discharge obtained, 

20 second-feet, is believed to represent nearly a minimum.

Discharge measurements oj Casadepaga River below Moonlight Creek in 1908 and 1909.

[Elevation, 400 feet.]

Date.

1908. 

July 3.. ......................

July 12.. .....................

Aug. 5... .....................

Aug. 26.... ..................

Gage 

height.

Feet. 

0.85

.75

1.40

.85

Discharge.

Sec.-ft. 

68

48

246

68

Date.

1908. 

Sept. 17......................

1909.

Aug. 29.. .....................

Gage 

height.

Feet.

.92

Discharge.

Sec.-ft.

on

20
so SUEPACE WATEE SUPPLY OF SEWABD PENINSULA.

Daily gage height, infect, and discharge, in second-feet, of Casadepaga River below Moonlight Creek for 1908.

[Drainage area, 47 square miles. Observer, K. Karlin.]

Day.

1. .........

2. .........

3..........

5..........

6..........

7. .........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

Gage height.

0.85 

1.0 

1.0

.85 

.8 

.8 

.8 

.75

.75 

.75 

.75

.7 

.7

.65 

.7 

.65 

.6 

.65

Discharge.

110 

70 

66 

100 

100

66 

56 

56 

56 

49

49

49 

49 

42 

42

36 

42 

36 

30 

36

August.

height. Gage 

0.9

.8 

.8 "IT

1.5 

.9 

.8 

.8 

.8

.9

.9 

1.1 

.9 

.9

.8 

.8 

.8 

.8 

.8

Discharge.

76 

56 

56 

100 

246

300 

76 

56 

56 

56

76 

76 

127 

76 

76

56 

50 

56 

56 

56

September.

height. Gage 

0.75

.95 

.9

Discharge.

60 

55 

52 

50 

50

50 

50 

50 

49 

48

45 

42 

40 

38 

42

50

88 

76

Day.

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

on

30

31..........

July.

Gage height.

.65 

.6 

.55 

.55 

.5

.5 

.5

.5 

.5 

2.8 

1.7

Mean per square

Run-off depth, in 

inches, on drainage area.........

1

ft

36 

30 

25 

25 

20

20 

20 

20 

20 

1,080 

420

92.1

1 QR

2.26

August.

Gage height.

.7

.85

......

1 

ft

42 

42

75

70

70

66 

60

55

52

50

70

78.7

1.67

1.93

September.

Gage height.

1

......

Discharge.

51.9 

1.10

.74

NOTE. Some water was diverted past the station in Moonlight Creek ditch. 

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Casadepaga River drainage basin:

Miscellaneous measurements in Casadepaga River drainage basin in 1908 and 1909.

Date.

Aug. 29,1909 

July 3, 1908

July 12,1908

Aug. 26,1908 

Sept. 17,1908 

Aug. 29,1908

Do.......

Jury 3, 1908

July 12,1908 

Aug. 5, 1908 

Aug. 26,1908 

Sept. 17,1908 

Aug. 29,1909 

July 3, 1908

July 12,1908 

Sept. 17,1908 

Aug. 29,1909

Stream.

Casadepaga 

River. 

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

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

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

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

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

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

Moonlight Creek .

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

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

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

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

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

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

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

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

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

Tributary to 

Niukluk River. 

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

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

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

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

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

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

Casadepaga 

River. 

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

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

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

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

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

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

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

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

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

Locality.

i mile above 

Whisky Creek. 

Above Moonlight

Creek. 

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

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

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

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

Below Moonlight 

Creek, including 

ditch. 

Ditch intake......

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

.....do....;....... 

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

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

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

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

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

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

Elevation.

Feet. 

500

400

400

400 

400 

400

400

485

485 

485 

485 

485 

485 

400

400 

400 

400

Discharge.

Sec.-ft. 

9.0

57

38

58 

72 

11.3

20

8.0

7.6 

17.0 

10.2 

6.5 

6.7 

11.2

10.1 

8.5 

8.9

Drainage 

area.

Sq. m. 

29

46

46

46 

46 

46

47

.81

.81 

.81 

.81 

.81 

.81 

1.0

1.0 

1.0 

1.0

Discharge 

per 

square 

mile.

Sec.-ft. 

0.31

1.24

.83

1.26

1.57 

.25

.43

(«)

)

« The discharge oi Moonlight Creek comes from large limestone springs which probably receive much 

of tiwir water from outside the surface drainage area of the creek.
FISH EIVEE DEAINAGE BASIN. 81

Miscellaneous measurements in Casadepaga River drainage basiri in 1908 and 1909 Con.

Date.

Aug. 28,1909 

Aug. 4, 1908

Aug. 26,1908 

Sept. 17, 1908 

Aug. 28,1909 

July 10,1908

Aug. 28,1909 

July 11,1908

Aug. 3, 1908 

Aug. 25, 1908 

Sept. 17,1908 

Aug. 28, 1909 

Do. ......

Do.......

Stream.

Lower W illow 

Creek. 

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

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

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

Canyon Creek... 

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

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

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

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

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

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

Tributary to 

Casadepaga 

River. 

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

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

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

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

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

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

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

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

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

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

Canyon Creek . . . 

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

Locality.

Above Ridgeway 

Creek. 

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

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

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

Above intake, C. 

C. G. M. Co.'s 

ditch, intake. 

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

Below Boulder 

Creek, including 

ditches. 

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

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

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

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

At intake of McKay ditch.

EleVati(jn.

Ft(t.

no

400

too

iOO 

100 

510

510

J55

?55 

J55 

!55 

!55 

S95

155

Discharge.

Sec.-ft. 

1.8 

a 6.0

10.4 

17.0 

5.8 

6.0

1.2 

15.4

11.0 

22 

27 

9.4 

6.4

.5

Drainage 

area.

Sq. m. 

6.0 

15.4

15.4 

15.4 

15.4 

4.6

4.6 

22

22 

22 

22 

22

5.0

Discharge 

per 

square 

mile.

Sec.-ft. 

0.30 

.39

.68 

1.10 

.38 

1.30

.26 

.70

.50 

1.00 

1.23 

.43

.11

« Estimated

OPHIR CREEK DRAINAGE BASIN. 

DESCRIPTION.

Ophir Creek rises in the Bendeleben Mountains a^t the foot of Mount 

Chauik and flows southward to its junction with tjhe Niukluk about 4 

miles above Council. It drains an area of about 71 square miles of 

varied topography, comprising Mount Chauik, 3,510 feet in elevation, 

and several high limestone hills, as well as a large flat area near the 

head of the stream, which is a continuation o^ the lowland that 

stretches eastward and forms the Fish River flats. Its principal 

tributaries are Oxide, Crooked, Guy, and Sweetca^ke creeks from the 

west and Dutch Creek from the east.

The drainage basin of Ophir Creek is divided iiito an upper and a 

lower part, connected by a comparatively narrow danyon several hundred feet deep. The upper basin may possibly haye formerly drained, 

through a channel now buried, across the low divide into Pargon 

River. If so, the stream which was at that time the head of Ophir 

Creek proper is now only one of its small tributaries. Ophir Creek 

flows over a rather wide deep-gravel bed at all poinijs below the canyon. 

In some places where it crosses limestone the bedrock is broken and 

porous and the water sinks into it; at such poinl s mining pits drain 

themselves when the creek is diverted away from its bed. This feature is most noticeable between claims "No. 6 alove" and "No. 15 

above." The water rises in the form of a spring on claim "No. 5 

above." The drainage basin of Ophir Creek itself bears no timber, 

but it is covered with a thick growth of willows, alders, and birch. 

63851° WSP 314 13 6
82 SURFACE WATEB SUPPLY OF SEWABD PENINSULA.

Some of the slopes of the Melsing Creek basin, just south of Ophir 

Creek, are well timbered and furnish much good lumber for mining 

and building.

Ophir Creek, which lies well back from the coast and at a somewhat 

higher elevation than the coastal plain, has a slightly shorter season 

than Nome. The freeze-up usually occurs about the last of September.

The first discoveries of gold in Seward Peninsula were made on 

Ophir Creek in 1897, and since that time the stream has been a scene 

of constant mining activity. The total production of the creek to 

date has probably been some $6,000,000 or $8,000,000 in value.

Several ditches have been built to convey water for mining. The 

largest is the Canyon ditch of the Wild Goose Mining & Trading Co., 

which has its intake near the head of the canyon and extends down 

the right bank of the creek for about 17 miles. Some details referring to the ditch are given on page 257. The "22" 'ditch has its 

intake on claim No. 22, and extends along the left bank of the creek 

to the mouth of Dutch Creek and up Dutch Creek to claim No. 3. 

The " 19 " ditch diverts the water to the right bank and extends as far 

as the discovery claim. A ditch on Dutch Creek has its intake about 

4 miles above the mouth and extends to bench claims on Ophir Creek 

just below the mouth of Dutch Creek, and similar ditches convey 

water for sluicing.

A fair reservoir site at the head of the canyon might be used for 

storing water to supply the ditches, but it has never been developed. 

The survey of this site made for the Wild Goose Mining & Trading Co. 

shows that a 60-foot dam 200 or 300 feet hi length would flood an 

area of 92 acres and would hold 110,000,000 cubic feet, or 2,530 acrefeet.

The folio whig stations have been maintained in this drainage basin:

Canyon ditch near intake, 1906-1909.

Canyon ditch above claim " No. 10 above," 1909.

OPHIR CREEK AT CANTON DITCH INTAKE.

Discharges for Ophir Creek above the canyon for the summer of 

1909 have been obtained by subtracting the water discharged over the 

divide by the Pargon ditch from the quantity diverted by the Canyon 

ditch. There was practically no flow over the dam after July 1, and 

the seepage through the bedrock dam is so small as to be negligible. 

A small amount of water was diverted by a ditch from Portland 

Gulch, a tributary of Oxide Creek, over the divide at the head of 

Crooked Creek. This ditch was carrying 1.38 second-feet on August 

23, but probably carried a much larger quantity during the early part 

of July. The minimum discharge of Ophir Creek recorded in 1909 

was 9 second-feet July 29 to August 2. The records on the Pargon
FISH BIVER DRAINAGE BASIN. 83

ditch below Helen Creek for the low water of 1908 are uncertain, so 

that the natural discharge of Ophir Creek can not be computed. It 

may have been lower than in 1909.

Daily discharge, in second-feet, ofOpkur Creek at Canyon ditch intake for 1909, 

[Drainage area, 24 square mites.]

Day.

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

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

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

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

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

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

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

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

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

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

n........... .............

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

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

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

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

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

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

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

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

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

Joly.

27

27

25

24

23

23

25

21

24

26

23

26

23

19

19

18

17

16

16

14

Aug.

9

9

11

13

13

12

13

25

38

O1

10

24

18

20

23

21

19

19

Sept

15

16

15

15

16

15

15

14

14

14

14

14

14

1Q

16

16

10

15

14

Day.

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

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

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

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

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

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

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

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

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

3f>

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

on drainage area.... ...

July.

12

15

13

12

11

10

10

11

9

9

17.2

.717

.83

Aug.

18

17

18

17

16

17

16

16

16

16

16

17.7 *nst

.85

Sept.

13

18

19

10

15.5

ftlfi

.60

NOTE. These discharges were obtained by subtracting the discharge of the Pargon ditch below Helen 

Creek from that of the Canyon ditch at the intake and adding 3 second-feet, the approximate amount of 

water lost by seepage from the Pargon ditch below Helen Creek.

CANYON DITCH NEAR INTAKE.

Records of stage have been kept on the Canyon ditch about 1 mile 

below the intake by J. J. McKenzie, ditch walker, for four seasons. 

The records show the amount diverted from Ophir Creek, which 

includes not only the natural flow but also the discharge of the 

Pargon ditch. The gage is located hi an earth section which is 

believed to be permanent, and the gage itself has probably remained 

unchanged since the records began. Measurements are made from 

a foot plank at the gage. Figure 9 (p. 59) shows the discharge, area, 

and mean-velocity curves derived from measurements at this station. 

The minimum weekly discharge recorded is 19.5 second-feet, July 

23 to 29, 1908. The lowest week of 1909, July 28 to August 3, gave 

an average of 22.3 second-feet. The capacity of the ditch is 

practically 65 second-feet.

Discharge measurements of Canyon ditch near intake in 1908 and 1909.

Date.

1908. 

Sept 8

1909. 

July 17

Aug. 2

18

23

17

19

20

Hydrographer.

W. H. Lanagan.... _ ........... __ ..........

Lanagan and West. ..... _ . _ ..... _ . ......

Lanagan and Shutts....................... _ .

.....do......................:..........,.........

F. F. Henshaw.. ................................

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

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

Width.

Feet. 

10.1

14.0

11.6

14.5

14.4

13.4

13.6

13.6

12.6

Area of 

section.

Sq.ft. 

23.5

25.2

14.4

26.6

25.3

21.2

22.0

19.9

16.6

Mean 

velocity.

Ft,ver»ee. 

2.40

1.75

1.44

1.78

1.73

1.63

1.65

1.63

1.53

Gage 

height.

Feet. 

2.50

2.15

1.38

2.23

2.12

1.92

1.99

1.81

1.54

Discharge.

Sec.-ft. 

056.4

44.0

20.7

47.3

43.8

34.5

36.3

32.4

25.3

a Measured by floats in flume.
84 SURFACE WATER SUPPLY OF SBWARD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Canyon ditch near intake for

1906 to 1909.

[Observer, J. J. McKenzie.J

Day.

1906. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

25

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

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

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

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

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

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

Mean.........

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

June.

height.

1.83 

1.83 

1.83

Discharge.

33.2 

33.2 

33.2

33.2

July.

Gage 

height.

1.92 

1.92 

2.04 

2.27 

2.42

2.44 

2.35 

2.56 

2.46 

2.67

2.67 

2.67 

2.67 

2.67 

2.67

2.67 

2.17 

2.54 

2.54 

2.54

2.62 

2.42 

2.62 

2.58 

2.62

2.67 

2.58 

2.58 

2.58 

2.56 

2.54

Discharge.

36.0 

36.0 

40.0 

47.9 

53.4

54.1 

50.8 

58.7 

54.9 

63.0

63.0 

63.0 

63.0 

63.0 

63.0

63.0 

44.4 

57.9 

57.9 

57.9

61.0 

53.4 

61.0 

59.4 

61.0

63.0 

59.4 

59.4 

59.4 

58.7 

57.9

56.3

August.

Gage 

height.

2.46 

2.33 

2.33 

2.33 

2.54

2.62 

2.33 

2.46 

2.67 

2.39

2.67 

2.50 

2.33 

2.67 

2.08

2.00 

2.50 

2.50 

2.50 

2.67

2.67 

2.67 

2.67 

2.67 

2.42

2.67 

2.67 

2.67

i. 67 

2.67

1907

June.

Gage Disheight. charge

i.83 33.2

July.

Gage 

. height.

2.00 

2.25

2.50 

2.58 

2.58

2.62

Discharge.

38.6 

47.2

56.4 

59.4 

59.4 

59.4

61.0

September.

Gage 

height, c

Disharge.

Discharge.

54.9 

50.1 

50.1 

50.1 

57.9

61.0 

50.1 

54.9 

63.0 

51.9

63.0 

56.4 

50.1 

63.0 

41.3

38.6 

56.4 

56.4 

56.4 

63.0

63.0 

63.0 

63.0 

63.0 

53.4

63.0 

63.0 

63.0 

26.7 

63.0 

63.0

56.0

September.

Gage 

height.

2.67

2.67 

2.67 

2.69 

2.69

2.69 

2.69 

2.69 

2.67 

2.67

2.67 

2.67 

2.67 

2.67 

2.67

2.67 

2.67 

2.67 

2.67 

2.67

2.67 

2.67 

2.67 

2.67 

2.67

2.67 

2.67 

2.67 

2.67 

2.67

........

Discharge.

63.0 

63.0 

63.0 

63.8 

63.8

63.8 

63.8 

63.8 

63.0 

63.0

63.0 

63.0 

63.0 

63.0 

63.0

63.0 

63.0 

63.0 

63.0 

63.0

63.0 

63.0 

63.0 

63.0 

63.0

63.0 

63.0 

63.0 

63.0 

63.0

63. 1

October.

Gage 

height.

2.33 

2.00 

2.00 

2.00 

2.00

2.00 

2.00 

2.00 

2.00

Discharge.

50.1 

38.6 

38.6 

38.6 

38.6

38.6 

38.6 

38.6 

38.6

-

39.9

1908

July.

Gage 

height.

2.08 

1.67 

1.83 

1.75 

1.75

1.83 

1.83

1.67 

1.67 

1.58

1.67 

1.75 

1.58 

1.58 

1.46

1.46 

1.46 

1.46 

1.33 

1.58

Discharge.

41.3 

28.4 

33.2 

30.7 

30.7

33.2 

33.2

28.4 

28.4 

25.9

28.4 

30.7 

25.9 

25.9 

22.8

22.8 

22.8 

22.8 

19.9 

25.9

August.

Gage 

height.

2.17 

2.04 

2.04 

2.33 

2.25 

2.42 

2.50 

2.54 

2.58 

2.58

2.88 

2.58 

2.58 

2.58 

2.58

2.33

2.58 

2.58 

2.58 

2.54

Discharge.

44.4 

41.0 

40.0 

50.1 

47.2

53.4 

56.4 

57.9 

59.4 

59.4

59.4 

59.4 

59.4 

59.4 

59.4

50.1 

59.4 

59.4 

59.4 

57.9

September.

Gage 

height

2.67 

2.67 

2.67 

2.67 

2.62

2.54 

2.50 

2.50 

2.42 

2.42

2.42 

2.33 

2.33 

2.33

2.58

2.42 

2.37

2.25 

2.29 

2.C8

Discharge.

63.0 

63.0 

63.0 

63.0 

61.0

57.9 

56.4 

56.4 

53.4 

53.4

53.4 

50.1 

50.1 

50.1 

59.4

53.4 

51.5 

47.2 

48.6 

41.3

o Water turned out in afternoon. Discharge for day taken as one-half of discharge corresponding to 

gage height.
FISH RIVER DRAINAGE BASIN. 85

Daily gage height, in feet, and discharge, in second-feet, of Canyon ditch near intake for

1906 to 1909 Continued.

Day.

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

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

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

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

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

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

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

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

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

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

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

Mean.....

1907

June.

Gage 

height

2.21 

2.33 

2.33 

2.42 

2.42

2.46 

2.33

2.37

2.50

2.50

Day.

1909. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

23..................:.

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

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

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

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

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

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

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

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

Mean..........

Dis- 

. charge. 1

45.8 .

50.1 .

50.1 .

53.4 .

53.4 .

54.9 .

50.1 .

51.5 .

56.4 .

56.4 .

. 50.5 .

July. September.

Gage DIs- Gage 

leight. charge, height.

............. 2.58

............. 2.58

............. 2.58

...... ....... 2.58

............. 2.58

...... ....... 2.58

...... ....... 2.58

...... ....... 2.58

...... 54.5 .......

June.

Gage 

height.

1.25

1.25 

1.25 

1.25 

2.00 

2.08

2.21 

2.21 

2.25 

2.17 

2.08

2.08 

2.08 

2.08 

2.08 

2.08

2.21 

2.29 

2.38 

2.38 

2.17

2.17 

2.33 

2.50 

2.50 

2.50

Discharge.

18.1

18.1 

1S.1 

18.1 

38.6 

41.3

45.8 

45.8 

47.2 

44.4 

41.3

41.3 

41.3 

41.3 

41.3 

41.3

4*8 

48.6 

51.9 

51.9 

44.4

44.4 

50.1 

56.4 

56.4 

56.4

41.9

Discharge.

59.4 

59.4 

59.4 

59.4 

59.4

59.4 

59.4 

59.4 

59.4

59.4

1908

July.

Gage Disheight. charge

1.50 23.8 

1. 37 20. 7 

1.37 20.7 

1.33 19.9 

1.33 19.9

1.33 19.9 

1.33 19.9 

1. 25 18. 1 

1.25 18.1 

1.67 28.4 

2.17 44.4

....... 26.3

July.

height.

2.50 

2.50 

2.50 

2.48 

2.48

2.52 

2.52 

2.42 

2.48 

2.50

2.42 

2.42 

2.36 

2.25 

2.21

2.17 

2.14 

2.17 

2.14 

2.04

1.96 

1.96 

1.85 

1.71 

1.62

1.58 

1.62 

1.55 

1.45 

1.42 

1.41

Discharge.

56.4 

56.4 

56.4 

55.6 

55.6

57.2 

57.2 

53.4 

55.6 

56.4

53.4 

53.4 

51.2 

47.2 

45.8

44.4 

43.4 

44.4 

43.4 

40.0

37.3 

37.3 

33.8 

29.5 

27.0

25.9 

27.0 

25.1 

22.6 

21.9 

21.6

43.1

August.

Gage 

. height, c

2.50 

2.50 

2.50 

2.67 

2.67

2.67 

2.67 

2.58 

2.50 

2.46 

2.50

August.

Gage

1.38 

1.38 

1.50 

2.04 

1.88

1.78 

1.67 

1.65 

2.32 

2.33

2.27 

2.29 

2.42 

2.40 

2.28

2.38 

2.31 

2.25 

2.23 

2.21

2.19 

2.16 

2.12 

2.07 

2.04

2.04 

2.02 

2.05 

2.02 

2.04 

1.98

..........

Discharge.

21.0 

21.0 

23.8 

40.0 

34.8

31.6

28.4 

27.8 

49.7 

50.1

47.9 

48.6 

53. 4 

52.6 

48.3

51.9 

49.4 

47.2 

46.5 

45.8

45.1 

44.0 

42.7 

41.0 

40.0

40.0 

39.3 

40.3 

39.3 

40.0 

38.0

41.0

Disharge.

56.4 

56.4 

56.4 

63.0 

63.0

63.0 

63.0 

£9.4 

56.4 

54.9 

56.4

56.1

September.

Gage Disheight. charge.

2.42 53.4 

2.08 41.3

....... 54.1

September.

Gaj 

heig

?e 

fit.

1.98 

1.96 

1.92 

1.92 

1.92

1.88 

1.85 

1.81 

1.79 

1.79

1.77 

1.75 

1.75 

2.02 

1.92

1.92 

1.97 

1.75 

1.77 

1.69

1.73 

1.91 

1.86 

1.88 

1.76

ol.50

Discharge.

38.0 

37.3 

36.0 

36.0 

36.0

34.8 

33.8 

32.5 

31.9 

31.9

31.3 

30.7 

30.7 

39.3 

36.0

36.0 

37.6 

30.7 

31.3 

28.9

30.1 

35.7 

34.1 

34.8 

31.0

11.9

33.0

 Water turned out in afternoon 

gage height.

Discharge for day taken as one-half of discharge corresponding to

NOTE. The gage and channel conditions are believed to be permanent. No record was kept between 

July 10 and Sept. 21,1907, but the ditch was full practically all the time. The records do not cover the 

full period at the beginning of 1906 and 1908, water having been turned in early in June both years.
86 SURFACE WATER SUPPLY OF SEWABD PENINSULA. 

CANYON DITCH ABOVE CLAIM "NO. 10 ABOVE."

This station, which was established July 10, 1909, is located above 

the penstock taking water for use on claim "No. 10 above," which 

was the first diversion from the ditch in 1909. The records thus show 

the amount of water delivered to the mines.

The gage, which was located in the middle of the ditch, was difficult to read on account of waves, and the records are accordingly 

liable to some error.

Discharge measurements of Canyon ditch above claim "No. 10 above" in 1909.

Date.

July 10

14

19

26

Aug. 18

24

Hydrographer.

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

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

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

Gage 

height.

Feet. 

1.45

1.28

1.28

.80

1 44

1.29

1.26

Discharge.

8ee.-ft.

07 Q

33.3

33.2

16.1

49 ft

36.2

34:5

Daily gage height, in feet, and discharge, in second-feet, of Canyon ditch above claim No. 10

for 1909.

[Observers, J. Anderson and C. Leslie.]

Day.

1. ......... 

2. .........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12.......... 

13.......... 

14..........

15..........

July.

height. Gage 

1.45

1.39 

1.40 

1.30 

1.24 

1.20

Discharge.

39.6

37.3 

37.7 

33.9 

31.6 

30.1

August.

height. Gage 

0.64 

.62 

.68

1.20 

1.08

1.10 

.99 

.98 

1.24 

1.46

1.33 

1.44 

1.50 

1.57 

1.49

8>

!«

11.4

10.8 19 >;

30.1 

25.8

26.5 

22.5 

22.2 

31.6 

40.0

35.0 

39.3 

41.6 

44.4 

41.2

September.

height. Gage 

1.34 

1.31 

1.30

1.30 

1.31

1.24 

1.24 

1.20 

1.18 

1.18

1.18 

1.14 

1.14 

1.34 

1.29

Discharge.

35.4 

34.3 

33.9

33.9 

34.3

31.6 

31.6 

30.1 

29.4 

29.4

29.4 

27.9 

27.9 

35.4 

33.5

Day.

16.......... 

17..........

18..........

19.......... 

20..........

21..........

22..........

oq .

24..........

25..........

26.......... 

27.......... 

28.......... 

29.......... 

30..........

31..........

Mean.

July.

height. Gage 

1.20 

1.24 

1.21

1.20 

1.14

1.04 

.99 

»1.00 

.90 

.84

.80 

.80 

.78 

.70 

.68

.65

Discharge.

30.1 

31.6 

30.5

30.1 

27.9

24.3 

22.5 

22.9 

19.3 

17.4

16.1 

16.1 

15.5 

13.0 

12.5

11.6

25.1

August.

Gage height.

1.53 

1.51 

1.48

1.48 

1.42

1.43

1.40 

1.38 

1.33 

1.33

1.33 

1.34 

1.39

1.40 

1.38

1.36

o> 

|

fi

42.8 

42.0 

40.8

40.8 

38.5

38.9 

37.7 

36.9 

35.0 

35.0

35.0 

35.4 

37.3 

37.7 

36.9

36.2

33.6

September.

|

<D

o? 

1.27 

1.30

'i.'24'

1.22 

1.26 

1.19

1.00

.1 

ft

32.8 

33.9 

27.5

28.1 

25.7

26.9 

31.6 

30.9 

32.4 

29.7

22.9

30.8

NOTE. Discharges from Sept. 18 to 21 were interpolated. No record was kept before July 10.
SOLOMON EIVEK DRAINAGE BASIN. 87

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements of Ophir 

Creek and the ditches diverting water from it:

Miscellaneous measurements in Ophir Creek drainage basin in 1909.

Date.

20

20

Aug. 18

24

Sept. 20

Aug. 18

24

Sept. 20

Aug. 25

23

Stream.

 %

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

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

"22" ditch.....

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

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

"19" ditch.....

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

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

Hot Air ditch..

Stitch ditch....

Tributary to 

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

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

Creek on claim 

"No. 22 above." 

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

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

Creek on daim 

"No 19 above." 

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

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

Creek on claim 

"No. 10 above."

land Gulch, tributary of Oxide Creek .

Locality.

"22" ditch. 

Above intake of 

"22 "ditch including Ophir Creek 

water in Canyon 

ditch.

"19" ditch.

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

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

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

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

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

On claim "No. 4

above."

Elevation.

Feet. 

220

220 

200

220

220

220

210

210

210

160

650

Discharge.

Sec.-ft. 

7.1

17 

o.5

3.3

3.3

2.3

5.7

5.8

4.3

11.3

1.38

Drainage 

area.

Stf. mi.

38

Discharge 

per 

square 

mile.

Sec.-ft.

0.45

a. Estimated. 

Miscellaneous measurements of Canyon ditch in 1909.

Date.

Aug. 23 

July 10 

14 

Aug. 18 

24 

Sept. 15 

July 14 

Aug. 1 

18 

Sept. 15 

16 

July 10 

Sept. 15 

July 10 

14 

Aug. 13

Locality.

Below Crook 

Below claim 

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

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

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

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

Above claim 

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

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

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

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

Below claim 

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

Below claim 

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

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

Hydrographer.

P. F. Henshaw...... ...............

A. B.Shutts. ........... ............

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

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

P. F. Henshaw.....................

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

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

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

Gage

height.

Feet.

1.80 

1.50 

1.74 

1.64 

1.58 

1.83 

1.54 

2.03 

1.90 

1.84 

1.80

.96 

.71 

.37

Discharge.

Sec.Jt. 

40.6 

29.7 

21.5 

33.4 

28.7 

25.1 

20.9 

10.3 

30.4 

26.7 

24.6 

25.5 

14.0 

6.80 

2.19 

.00

SOLOMON RIVER DRAINAGE BASIN. 

DESCRIPTION.

Solomon River enters Bering Sea about 40 miles east of Nome. 

It flows in a southward course for about 20 miles and drains an area 

of 134 square miles. The greater part of its basin consists of an 

upland in which there are limestone hills reaching an elevation of
88 SURFACE WATER SUPPLY OP SEWARD PEHINSULA.

some 1,600 feet. This upland merges into a coastal plain about 3 

miles wide, lying just back of the beach. The principal tributaries 

are Johns and Shovel creeks from the west and Coal Creek, East 

Fork, and Big Hurrah Creek from the east. There are many small 

tributaries, some of which are important as gold-producing streams. 

The basin contains much limestone, and springs emerging from limestone occur on Shovel Creek, East Fork, and other tributaries. The 

stream beds are mostly wide and shallow. Most of the shallow gravels thaw during the summer and freeze in the winter, though there 

are some places where the ground a few feet below the surface remains unfrozen throughout the year. There are practically no trees 

within the basin, aside from willows and alders.

fining has been carried on to some extent on Solomon River and 

practically all its tributaries. Ditches convey water for hydraulicking on the upper river and on Coal Creek, East Fork, Big Hurrah 

Creek, and Shovel Creek. These have been used principally to run 

hydraulic elevators. The most important mining operations within 

the basin are carried on by the use of dredges. Solomon River is 

especially adapted to dredging on account of its thawed river bed, 

moderate depth of gravel, and favorable bedrock. Considerable 

power could be developed to run dredges operating on the river by 

building diverting ditches, but no such power has yet been utilized. 

One gaging station on Solomon River below East Fork was maintained in this basin during portions of the seasons of 1908 and 1909. 

The data obtained are of value for showing the available water supply 

for power development and for use in making comparisons of run-off 

in contiguous drainage basins.

SOLOMON RIVER BELOW EAST FORK.

This station is located below the mouth of East Fork near the 

roadhouse and just above the bridge of the Council City & Solomon 

River Railroad, at, an elevation of 146 feet. Daily records of the 

amount of water carried by the East Fork ditch, which diverts water 

past the station, were not obtained, but enough measurements were 

made to permit an estimate of the flow to be added to the amount 

recorded at the Solomon River station to determine approximately 

the natural discharge of the river. The flow below East Fork is 

fairly well maintained, especially the portion supplied by East Fork, 

which has many limestone springs. In 1908 the gage was located in 

a broad, shallow portion of the stream which shifted somewhat, and 

results for that year are therefore not of the highest accuracy. In 

1909 the gage was located on a well-confined channel just above the 

roadhouse, and the records for that year are good. At low water 

practically all the flow contributed by the.East Fork was carried 

past the station by the East Fork ditch.
SOLOMON EIVEE DRAINAGE BASIN. 89

The minimum flow recorded at this station for one week was 32.4 

second-feet, for July 23 to 29, 1908, but the river got nearly as low 

in 1909. Probably very little water was diverted past the station in 

the ditch at this time. The highest discharges recorded at the station represent only a small percentage of the maximum discharge 

occurring during flood periods.

Discharge measurements of Solomon River below East Fork in 1908 and 1909. 

[Elevation, 146 feet.]

Date.

1908.

Aug. 6... .....................

Aug. 27..... ..................

Gage 

height.

Feet. 

0.42

.37

.90

.30

Discharge.

Sec.-ft. 

63

67

303

88

Date.

1909. 

Aug. 16.. ......................

Aug. 26. ......................

Sept. 13......................

Gage 

height.

Feet. 

0.38

.21

.16

Discharge.

Sec.-/t. 

66

39

37

Daily gage height, in feet, and discharge, in second-feet, of Solomon River below East Fork

for 1908 and 1909.

[Drainage area, 66 square miles. Observers, George Gage and J. P. Samuelson.]

Day.

l.. ...................................

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

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

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

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

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

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

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

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

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

11.... i......... .......................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Mean...........................

Mean of East Fork ditch ...........

Mean total ........ .................

Mean per square mile. ...........

Run-oft, depth in inches on drainage 

area............ ... _ ...........

1908

July.

Gaee 

height.

0.48 

.47

.46 

.46 

.41 

.42 

.40

.39 

.42 

.35 

.36 

.34

.32 

.32

.27 

.24 

.27

.25 

.23 

.22 

.23 

.22

.21 

.20 

.22 

.22 

1.23 

1.55

Discharge.

81 

79

. 77 

77 

65 

68 

63

61 

68 

54 

55

52

48 

48 

40 

36 

40

37 

34 

33 

34 

33

31 

30 

33 

33 

375 

692

84 8

6.5

91.4

1 44

August.

Gage 

height.

0.55 

.39 

.31 

.72 

1.53

.85 

.51 

.38

Discharge.

162 

115 

95 

224 

682

280 

150 

112

228 

10 

238

1.07

1909

August.

GaTe 

height.

0.38 

.32 

.29 

.28 

.25

.25 

.23 

.22 

.21 

.20

.20 

.20 

.20 

.20 

.18 

.18

........

Discharge.

66 

56 

52 

50 

46

46 

43 

42 

40 

39

39 

39 

39 

39 

37 

37

44 4

3.7

JO 1

.43

September.

Gage 

height.

0.18 

.17 

.16 

.18 

.18

.18

.14 

.30 

.15

.16 

.32 

.25

.33 

.36

........

Discharge.

37 

36

35 

37 

37

37 

37 

36 

35 

34

33 

32 

32 

53 

34

35 

56 

46 

46 

46

46 

46 

58 

63

41.1 

4.5

45.6 

.691

.62
90 SURFACE WATEB SUPPLY OF SEWARD PENINSULA.

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Solomon River drainage basin:

Miscellaneous measurements in Solomon River drainage basin from 1907 to 1909.

Date.

Aug. 27,1909

Oct. 1,1907

July 4,1908 

July 12,1908

Aug. 6, 1908

Aug. 27,1908

Sept. 18, 1908 

Aug. 27,1909

Aug. 16,1909

Aug. 26,1909 

Sept. 13,1909 

Aug. 27,1909

Aug. 16,1909

Aug. 27,1909

Sept. 13,1909

Aug. 6,1909

Aug. 17,1909

Aug. 27,1909

Sept. 13,1909

July 4, 1908

July 12,1908

Aug. 6,1908

Aug. 27,1908

Sept. 18, 1908 

Aug. 17,1909

Aug. 26,1909

Sept. 14, 1909

Sept. 24, 1909

Aug. 16,1909

Sept. 18, 1908

Aug. 16,1909

. Stream.

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

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

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

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

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

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

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

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

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

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

East Fork.....

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

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

Big Hurrah

Creek.

ditch. 

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

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

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

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

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

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

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

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

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

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

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

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

ditch. 

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

Tributary 

to 

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

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

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

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

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

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

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

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

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

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

River. 

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

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

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

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

East Fork. 

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

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

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

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

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

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

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

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

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

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

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

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

Big Hurrah 

Creek. 

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

Locality.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

East Fork. 

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

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

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

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

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

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

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

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

near Big Hurrah 

Creek.

Hurrah Creek. 

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

Elevation.

Feet.

250

245

245 

245

245

245

245 

245

146

146 

146 

250

146

146

146

85

307

307

307

290

290

29Q

290

290 

290

290

290

290

280

160

160

Gage 

height.

Feet.

0.66 

.43

1.15

. -52

.55

o.38

o.21 

0.16

.84

.78

.79

"".'ei'

.53

1.01

Discharge.

Sec.-ft. 

2.1

51

60

37

190

61

57 

22

52

26 

23 

16.3

18.4

16.2

13.5

19.3

9.6

68.4

68.6

11.9

0.0

7.5

12.6

12.7 

4.6

2.9

0.0

612.5

2.4

18.6

6.7

Drainage 

area.

8q. mi. 

10

40

40 

40

40

40

40 

40

49

49 

49

27

17.2

17.2

17.2

17.4

........

Discharge 

per 

square 

mile.

Sec.-ft. 

0.21

1.28

1.50 

.92

4.75

1.52

1.42 

.55

1.06

.63 

.47 

.60

1.07

.94

.78

1.11

........

« Gage below East Fork. 6 Computed from gage reading.

ELDORADO RIVER DRAINAGE BASIN.

Eldorado River rises in a low pass near Salmon Lake and flows 

southward with moderate grade for about 40 miles into the lagoon 

back of Port Safety. It drains an area of about 128 square miles, 

comprising elevations up to about 2,300 feet. Mining has been carried on to some extent on Venetia and Beaver creeks, tributary from 

the east. A ditch was begun in 1909, with which it was proposed to 

take water from the river just below the mouth of Venetia Creek and 

to carry it along the right bank and across Flambeau River to ground 

in the vicinity of Hastings Creek, but the project has never been 

carried out. The ditch would have delivered the water at a verylow elevation, and it is doubtful if the supply would have been
NOME EIVEB DRAINAGE BASIN. 91

sufficient. The following measurements have been made of Eldorado 

River below Venetia Creek:

August 14, 1906, discharge 44 second-feet.

September 17, 1907, discharge 225 second-feet.

FLAMBEAU RIVER DRAINAGE BASIN.

Flambeau River is a small unimportant stream that rises about 

20 miles back from the coast and drains an area between the lower 

courses of Nome and Eldorado rivers. Little mining has been done 

in its basin. The Flambeau-Hastings ditch has its intake at the 

mouth of Hazel Creek, near the head of the river, at an elevation 

slightly greater than 200 feet, and the plan for it contemplated its 

extension to Hastings Creek near Cape Nome. It was started in 

1906, but only about 12 miles of 8 to 10 foot ditch has been completed. A small ditch extends from a point about 1 mile above 

La Spray Creek to Hazel Creek.

NOME RIVER DRAINAGE BASIN. 

DESCRIPTION.

Nome River is formed by the junction of Buffalo and Deep Canyon 

creeks and flows southward about 40 miles, entering Bering Sea about 

3 miles east of Nome. It drains a long narrow basin comprising a 

total of about 160 square miles. The headwaters of the stream lie 

in the Kigluaik Mountains, which rise to elevations a little higher 

than 3,000 feet. The hills bounding the basin on either side are long, 

nearly straight ridges, especially the one to the west, and are broken 

by several low divides, through which water has been or can be 

diverted from adjoining drainages into ditches along the slopes of 

Nome River. The Nugget and Buffalo divides lie to the east and 

west, respectively, of the head of this basin, and separate it from the 

Grand Central and Sinuk River basins.

On Hobson Creek, a tributary of the Nome, there are limestone 

springs which yield a good supply of water at all times during the 

open season and continue to flow well into the winter. Most of this 

water is diverted during the summer for mining, but during the 

winter it finds its way down Nome River and freezes in the form of 

overflow below the mouth of Hobson Creek. The gravels of Nome 

River are deep and in part, at least, unfrozen. Gold has been found 

and considerable mining done on Dorothy, Dexter, Buster, and 

Osborne creeks, and to a less extent on Boer, Hobson, Banner, and 

other creeks. Four large ditches have been built to divert the water 

of Nome River for hydraulic mining. Named in the order of their 

diversions, they are the Campion, Miocene, Seward, and Pioneer 

ditches. The Campion ditch extends from Buffalo Creek to Dorothy 

Creek, where its water has been used for running an elevator. The
92 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

other three ditches, which extend to mining ground on the creeks 

near Nome, are described in detail on pages 107-108 126,135, and 257.

There are no storage facilities for maintaining the flow in these 

ditches, so that all depend on the natural discharge of the river. 

Some water power could be developed on the river, especially on 

lower Buffalo Creek, where there is a considerable amount of concentrated fall, together with a well-maintained flow, but the demand has 

never justified development.

Records of discharge of Nome River and the ditches have been 

kept since 1906, and the basin has been covered more thoroughly 

than any other in Seward Peninsula. The following stations have 

been maintained in the Nome River drainage basin.

Nome River above Miocene ditch intake, 1906-1908.

Nome River below Miocene ditch intake, 1909.

Nome River below Pioneer ditch intake, August 21 to 31, 1907, 1908-1910.

David Creek at Miocene ditch intake, 1907 and 1909.

Hobson Creek at Miocene ditch intake, 1907-1909.

Hobson Creek below Manila Creek, 1907-1909.

Campion ditch at Black Point, 1906-1909.

Miocene ditch at Black Point, 1906-1910.

Miocene ditch at Clara Creek, 1907 and 1909.

Miocene ditch above Hobson Creek, 1907-1910.

Miocene ditch below Hobson Creek, 1907-1910.

Miocene ditch at the flume, 1906-1910.

David Creek ditch opposite Black Point, August, 1906, 1907-1909.

Seward ditch at intake, 1907-1910.

Seward ditch below Hobson branch, 1909.

Seward ditch at Dexter Creek, 1909-10.

Seward ditch above Newton Gulch, 1909-10.

Hobson branch above Seward ditch, 1909.

Pioneer ditch at intake, August 21 to 31, 1907, 1908-1910.

NOME RIVER ABOVE MIOCENE DITCH INTAKE.

This station, which was established July 3, 1906, was located just 

below the junction of Buffalo and Deep Canyon creeks and above 

the intake of the Miocene ditch. It was maintained until the end of 

1908, when it was discontinued on account of the shifting character 

of the channel. Records at this point show the amount of water 

available for the Miocene ditch. The flow is affected by four ditches 

the Campion ditch, which diverts water above the station, and the 

Jett Creek, Grand Central, and David Creek ditches, which bring in 

water above the station from streams ou-tside of the drainage basin.

The river channel at the station is a broad, deep gravel bed, and 

there is probably considerable seepage through it which is not measured. Gage heights were somewhat affected, especially in 1907 and 

1908, by changes in the diversion dam and artificial changes in the 

stream bed, so that records are not as good as is desirable. The 

mimimum discharge for a week was 4.6 second-feet, July 23 to 29, 1908.
NOME EIVEE DRAINAGE BASIN. 93

Discharge measurements of Nome River above Miocene ditch intake from 1906 to 1909.

[Elevation, 575 feet.]

Date.

1906. 

June 28

July 3

6

14

14

Aug. 3

23

23

1907.

22

30

July 1C

12

17

7

17

17

Sept. 4

1908.

20

Tlllv Q

Aug. 13

30

Hydrographer.

Hoyt and Henshaw ..........................................................

F. F. Henshaw ..............................................................

F. F. Henshaw ..............................................................

Henshaw and Miller .........................................................

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

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

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

R. Richards .................................................................

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

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

R. Richards .................................................................

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

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

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

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

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

F.F. Miller ..................................................................

Gage 

height.

Feet. 

0.15

.00

.45

.40

.82

-.01

.87

.70

1.25

1.25

1.09

.96

.78

.60

.36

.25

.75

.68

.54

.96

1.09

1.10

.16

.85

.58

Discharge.

8ec.-ft. 

28

21

56

50

117

21

121

87

135

141

OK

120

74

43

37

37

25

82

72

48

124

84

80

10

62

46

Daily gage height, in feet, and discharge, in second-feet, of Nome River above Miocene ditch

intake for 1906-1908. 

[Observer, F. F. Miller.]

Day.

1906. 

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

July.

Gage 

height.

0.00 

.25 

.48

.31 

.28 

1.31 

1.50 

.85

.58 

.60 

.50 

.61 

.56

.49 

.45 

.38 

.26 

.16

.14 

.13 

.36 

.31

.26

.18 

.12 

.09 

.06 

.04 

.02

Discharge.

25 

23 

21 

37 

59

42 

39 

244 

314 

119

71 

74 

61 

76 

69

60 

56 

48 

38 

30

29 

28 

46 

42 

38

32 

27 

26 

24 

23 

22

CQ K

August.

Gage 

height.

0.02 

.00 

- .01 

- .02 

- .04

- .04 

+ .09 

+ .04 

- .02 

.00

.26 

.34 

.28 

.10 

.04

.03 

.02 

.00 

.00 

.38

.41

.42 

.87 

.53 

.48

.80 

1.14

.78 

.72 

.70 

.62

Discharge.

22 

21 

20 

20 

19.0

19.0 

26 

23 

20 

21

38

45 

39 

26 

23

22 

22 

21 

21

48

51 

52

123 

65 

59

108 

191 

104

93 

89 

77

49 3

September.

Gage 

height.

0.61 

.57 

.52 

.46 

.42

.40 

.36 

.30

.27 

.21

.18 

.18 

.18 

.15 

.12

.10 

.10 

.32 

.70 

1.22

1.12 

.83

.82 

.74 

.65

.60 

.54 

.52 

.52 

.50

Discharge.

76 

70 

64 

57 

52

50 

46 

41 

39 

34

32 

32 

32 

30 

27 

26 

26 

43 

89 

214

186 

115 

112 

97 

82

74 

66 

64 

64 

61

66.7
94 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Nome River above Miocene ditch 

intake for 1906-1908 Continued.

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Mean.. ........

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

00

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

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

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

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

OQ

Oft

OA

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

June.

Gage

height.

2.14

1.44 

1.29 

2.12 

1.60 

1.36

1.26 

1.29 

1.28 

1.66 

1.56

1.55 

1.38 

1.26 

1.31 

1.20

1.10

1.02 

.98 

1.02 

.78 

.66

.85 

.64 

.69 

.58 

.62

Discharge.

460

192 

148 

450 

240 

168

140 

148 

145 

261 

228

225 

174 

140 

153 

125

212

86

75 

70 

75 

48 

38

55 

37 

40 

33 

35

59.2

July.

Gage 

height.

1.19 

1.06 

1.03 

0-94 

.94

1.08 

1.04 

.90

.84 

.88

.92 

.78 

.80 

.75 

.65

.65 

.64 

.64 

.72 

.80

.94 

.70 

.71 

.69 

.66

.64 

.56 

.50

.48 

.52 

.56

0.53 

.37 

.36 

.32 

.31

.33 

.30 

.23 

.18 

.15

.18 

.28 

.20 

.14 

.10

.10 

.12 

.10 

.08 

.08

.08 

.05 

.02 

.02 

.00

.00 

.00 

.00 

.00 

1.00 

1.07

Discharge.

121 

102 

97 

92 

92

118 

125 

98 

88 

105

105

74 

75 

66 

52

50 

47 

47 

56 

66

87 

55 

56 

54 

52

51 

42 

39 

37 

41 

45

72.1

29 

19.6 

19.2 

17.3 

16.9

17.8 

16.4 

13.2 

11.0 

9.7

11.0 

15.5 

11.8 

9.3 

7.6

7.6 

8.4 

7.6 

7.0 

7.0

7.0 

6.0 

5.0 

5.0 

4.4

4.4 

4.4 

4.4 

4.4

75

87

15.2

August.

Gage 

height.

0.51 

.49 

.48 

.45 

.33

.33

.27 

.28 

.27 

.22

.22 

.22 

.20 

.24 

.20

.51

.74 

.70 

.64 

.60

.52 

.50 

.46 

.46 

.42

.62

.67 

.60 

.62 

.78 

.62

- 

0.70 

.55 

.48 

1.35 

1.09

.92 

.62 

.52 

.46 

.40

.65 

.95 

.82

.78 

.64

.62 

.60 

.56 

.80 

.85

.80 

.71 

.82 

.88 

.78

.71 

.68 

.62 

.60 

.58 

.78

Discharge.

41 

39 

40 

38 

35

32 

26 

27 

26 

25

25

26 

25

27 

26

50 

80 

74 

66 

61

52

48 

43 

43 

40

60 

67 

58 

60 

82 

56

45.1

44 

32 

28 

146 

93

68 

40 

33 

30 

27

43 

73 

59 

55 

42

40 

38 

35 

56 

62

60 

51 

63 

69 

63

55 

51 

48 

48 

44 

66

53.6

September.

Gage 

height.

0.57 

.50 

.50 

.53 

.48

.46 

.41 

.44 

.92 

1.68

1.29 

.90 

.79 

.77

.78

.66 

.60

.58 

.58 

.50

.51 

.32 

.42 

.43 

.38

.35 

.32 

.31 

.32 

.36

0.70 

.70 

.68 

.64 

.60

.56 

.55 

.53 

.49 

.44

.40

.38 

.39 

.35 

.42

.40 

.40 

.40

.38

Discharge.

51 

44 

44

47 

42

43

40 

42 

116 

362

222 

119 

98 

95 

97

77 

68 

66 

66 

56

57 

39 

48 

49 

44

42 

39 

38 

39 

42

74.4

58 

56 

. 53 

50 

46

41 

40 

39 

36 

31

28 

26 

27 

23 

28

26 

26 

26 

25 

23

23 

22

34.?
NOME RIVER DRAINAGE BASIN. 95

NOME RIVER BELOW MIOCENE DITCH INTAKE.

This station was established June 15, 1909, to take the place of the 

station above the intake. The discharge at this point is affected by 

the same diversions as at the upper point, with the additional diversion of the Miocene ditch. The gage was not read during extreme 

low water, but the discharge was estimated from the amount hi the 

river, which was assumed to decrease slightly as the water fell in the 

ditch. The discharge obtained, by adding to these records the 

amount of water passing Black Point in the Miocene ditch, is directly 

comparable to the data of discharge obtained at the station above 

the intake during the years 1906-1908.

Discharge measurements of Nome River below Miocene ditch intake in 1909 and 1910.

[Elevation, 575 feet.]

Date.

1909.

July 16. ......................

Aug. 9... .....................

Gage 

height.

Feet. 

1.70

.20

.16

.59

Discharge.

Sec.-feet. 

238

2.3

2.2

16.2

Date.

1909 Continued. 

Aug. 9.... ....................

1910.

Sept. 18. .....................

Gage

height.

Feet. 

0.46

Discharge.

Sec.-feet. 

9.7

20

Daily gage height, in feet, and discharge, in second-feet, of Nome River below Miocene ditch

intake for 1909.

[Observer, F. F. Miller.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29

30....................

31....................

June.

Gage 

height.

1.70

1.80 

1.25 

1.20 

1.17 

1.11

1.00 

.75 

.35

.35

.54 

1.05 

1.50 

1.05

Discharge.

238

271 

111 

99 

93 

80

73 

66 

60 

30

5.8

5.8 

13.6 

69

177 

69

91.3

July.

Gage 

height.

0.82 

.82 

1.00

.86 

.85

.82 

.71 

.72

.67 

.56

.32 

.34 

.24 

.20 

.20

.20 

.20 

.20 

.20 

.20

.20 

.20

Discharge.

36 

36 

60 

41 

40

36 

26 

27 

23 

14.8

4.9 

5.5 

3.2 

2.5 

2.5

2.5 

2.5 

2.5 

2.5 

2.5

2.5 

2.5 

2.5 

2.4 

2.4

2.3 

2.3 

2.2 

2.2 

2.1 

2.1

12.8

August.

Gage 

height.

0.16

.42

.20

Discharge.

2.0 

2.0 

2.0 

2.3 

2.2

2.1 

2.1 

2.1

8.1 

7.0

2.5 

2.2 

2.4 

2.4 

2.3

2.3 

2.2 

2.2 

2.2 

2.2

2.2 

2.2 

2.1 

2.1

2.1

2.1 

2.1 

2.1 

2.1 

2.1 

2.1

2.52

September.

Gage 

height.

0.15

*

Discharge.

2.0 

2.0 

1.9 

1.9 

2.0

2.0 

2.0 

1.9 

1.9 

1.9

1.9 

1.9 

1.9 

1.9 

1.9

1.9 

1.9 

1.9 

1.9

1.9^
96 SURFACE WATTE SUPPLY OP SEWAED PENINSULA.

NATURAL DISCHARGE OF NOME RIVER AT, MIOCENE DITCH INTAKE.

The natural discharge of Nome River above the Miocene ditch 

intake is affected by four ditches the £ampion ditch, which diverts 

water above the station, and the Jett Creek, Grand Central, and 

David Creek ditches, which bring water into the river above the 

station from streams outside of the drainage area. Therefore to 

determine the natural flow of the river or the quantity of water 

which would have been carried at this point had there been no diversion into or out of the drainage area in consideration, it is necessary 

to add to the records of discharge above the intake the amount of 

water carried past the station by the Campion ditch and to subtract 

from this sum the total discharge of the other three ditches. For 1909 

the discharge of the river above the intake is determined by adding to 

the records obtained below the intake the discharge of the Miocene ditch 

at Black Point. The discharge computed in the manner outlined above 

is given in the following tables for the four years 1906 to 1909.

The maximum recorded discharge of 349 second-feet for this period, 

which occurred September 10, 1907, was probably exceeded in 

September, 1910. The lowest discharge for one week was 6.4 secondfeet, July 23-29, 1908.

Natural daily discharge, in second-feet, of Nome River at Miocene ditch intake for 1906-1908.

[Drainage area, 15 square miles.]

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...................

Mean.........

Mean per squaremile. 

Run-off, depth in 

inches oa drainage

July.

20

18

16

31

51

42

47

244

314

1J9

67

55

58

52

43

39

33

30

27

29

29

46

43

40

32

26

27

24

24

23

55.3

3.63 

4.25

1906

Aug.

23

22

21

21

20

20

27

25

23

25

50

54

49

35

30

27

26

26

24

46

48

CO

121

63

55

101

191

104

93

79

65

50.5

3.37 

3.88

Sept.

65

56

54

48

45

43

10

34

36

35

00

34

36

33

31

29

90

40

on

194

114

no

80

76

70

66

66

62

65.6

4.37 

4.88

July.

121

102

97

92

92

118

103

90

109

107

70

73

61

50

49

38

41

46

54

70

44

00

37

36

28

25

32

35

66.5

4.43 

5.11

1907

Aug.

29

29

29

29

26

23

21

22

19.5

1Q f*

21

19.7

22

19.2

36

64

59

47

4n

32°,i

<in

on

26

40

44 .

45

71

44

33.8

2.25 

2.59

Sept.

40

34

33

36

32

35

31

31

104

349

218

122

89

84

96

74

67

51

53

49

45

30

27

21

39

39

36

35

34

25

66.0

4.40 

4.91

June.

86

Oft

fit

QQ

60

49

67

44

41

26

26

59.5

3.97 

1.62

191

July.

20

15.9

17.5

16.6

17.0

18.0

16.6

13.3

11.6

9.8

19 7

24

16.3

10.8

8.5

8.4

9.9

9.7

8.6

8.7

o n

7.1

6.1

6.8

6.3

6.5

6.5

6.3

6.1

59

88

15.5

1.03 

1 19

38

Aug.

32

24

33

146

96

53

32

26

22

22

1i

62

40

46

31

28

27 '

25

47

65

46

39

46

4£ ?8

40

36

34

34

30

58

43.6

2.91 

3.36

Sept.

37

39

35

33

31

30

28

27

26

22

19 0

18.0

19.0

15.4

20

19.4

19.4

18.7

18.0

17.3

15.0

23.8

1.59 

1.30
NOME EIVEE DKAINAGE BASIN. 97

Natural daily discharge, in second-feet, of Nome River at Miocene ditch intake for 1909.

[Drainage area, 15 square miles.]

Day.

1.. .............

2.............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11..;............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

June.

99 Q

271

99

93

so

July.

52

50

74

58

 57

51

41

45

43

33

24

27

29

25

22

24

22

23

22

20

Aug.

7.4

8.2

13.0

19.1

12.6

10.4

10.1

8.2

39

37

9.9

24

27

23

17.8

14.8

13.9

14.5

13.6

Sept.

10.9

11.4

11.1

12.2

13.3

13.8

12.8

10.4

10.3

10.4

9 9

9.2

9.4

13.3

11.9

13.2

12.8

12.5

11.7

11.6

Day.

21...............

22...............

23...............

24...............

25

26...............

27...............

28...............

29...............

30............... o-i

inches on

June.

73

66

72

45

26

27

27

89

184

86

99.2

6.61

3.93

July.

17.8

16.0

13.7

11.0

10.7

10.5

10.4

11.4

10.0

8.8

9.5

28.1

1.87

2.16

Aug.

14.1

13.7

13.1

12.5

11.7

12.3

13.1

13.7

13.1

11.9

12.1

15.5

1.03

1.19

Sept.

12.8

12.8

17.2

30

16.0

13.2

13.2

12. '4

12.0

12.0

12.4

.827

.92

NOME RIVER BELOW PIONEER DITCH INTAKE.

This station was established July 9, 1907, and records were obtained 

for 11 days in that year and during the entire seasons of 1908, 1909, 

and 1910. It is located below the Pioneer intake and below all 

diversions from the upper river, so that it shows the amount of 

unappropriated water in Nome River at this point. By adding to 

these records the discharge of the Miocene, Seward, and Pioneer 

ditches and deducting the discharge of the two ditches over the 

Nugget divide, the natural flow at this point has been computed. 

Conditions were good and the record obtained is reliable. The 

highest flood recorded was caused by the rain of September 10, 1910, 

and gave a maximum discharge of 920 second-feet on the llth. The 

highest discharge recorded in the spring was 578 second-feet June 25, 

1910, but the discharge may have been greater than this in other 

spring floods. The minimum natural flow was 19.0 second-feet for 

the week July 23 to 29* 1908. The actual discharge below the ditch 

reached a minimum of 1 second-foot in 1909; this amount represented 

the see.page through the dam.

63831° WSP 314 13 7 *
98 SUEPACE WATER SUPPLY OP SEWAED PENINSULA.

Discharge measurements of Nome River below Pioneer ditch intake from 1907 to 1910.

[Elevation, 320 feet.]

Date.

1907. 

July 9

18

20

90

1908. 

July 10

1909.

July 16

Aug. 2

1910.

Sept. 18

21

Hydrographer.

E. Slobards ..................................................................

.....do........................................................................

.....do ...... ..................................................................

.....do........................................................................

F. F. Henshaw ...............................................................

.....do........................................................................

G.L.Parker.... .............................................................

.....do........................................................................

Gage 

height.

Feet. 

1.89

1.58

1.13

1.39

1.49

0.41

1.70

.33

.30

.60

.47

Discharge.

8ec.-ft. 

132

58

3.0

25

46

1.4

277

1.8

2.0

77

58

Daily gage height, in feet, and discharge, in second-feet, of Nome River below Pioneer dittih

intake for 1907-1910.

[Observers, employees of Pioneer Mining Co., 1908; Chris. Johnson, 1909; C. Chanceberg, 1910.]

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....................

Mean...........

August, 1907.

Gage

1.40 

1.30 

1.30 

1.25 

1.25

1.55 

1.60 

1.57 

1.52 

1.75 

1.55

..........

Discharge.

28 

16 

16 

11.0 

11.0

52 

62 

56 

47 

94 

52

40.5

1908

July.

Gage 

height.

0.40 

.40 

.41 

.40 

.40

.40 

.40 

.40 

.40 

.41

«?42 

.42 

.42 

.42 

.42

.42 

.42 

.42 

.42 

.85 

1.50

..........

Discharge.

2.0 

2.0 

2.0 

2.0 

1.5

1.5 

1.5 

1.5 

1.0 

1.0

1.0 

1.0 

1.5 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.5

2.0 

2.0 

2.0 

2.0 

2.0

2.0 

2.0 

2.0 

2.0

52 

205

9.74

August.

Gage 

height.

0.66 

.42 

.45 

1.18 

1.90

1.10 

.58 

.42 

.42

.45

.45 

1.05 

1.05 

.98 

.70

'.45

.45 

.45 

.72 

.46

.45 

.45 

.88 

1.18 

.98

.88 

.60 

.45 

.45 

.45 

.80

..........

Discharge.

23.0 

2.0 

3.6 

125 

310

106 

14 

2.0 

2.0 

3.6

3.6

94 

94 

79 

28

2.0 

2.0 

2.0 

31 

2.6

2.0 

2.0

58 

125 

79

58 

15.0 

2.0 

2.0 

2.0 

43

42.5

September.

height.

0.70 

.58 

.48 

.45 

.45

.45 

.45 

.45

.45 

.45

.45 

.45 

.45 

.45 

.45

.45

.45 

.45 

.45 

.45.

.45

Discharge.

28.0 

12.8 

3.9 

2.0 

2.0

2.0 

2.0 

2.0 

2.0 

2.0

2.0 

2.0 

2.0 

2.0 

2.0

2.0 

2.0 

2.0 

2.0 

2.0

2.0

3.84
NOME BIVEB DBAINAGE BASIN. 99

Daily gage height, in feet, and discharge, in second-feet, of Nome River below Pioneer ditch 

intake for 1907-1910 Continued.

Day.

1....................

2....................

3....................

4....................

6....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

90

30....................

31....................

1909

Jane.

Gage 

height.

2.20

2.18 

2.15 

1.98 

1.88 

1.80

' 1.95 

1.82 

1.76 

1.82 

1.65

1.48 

1.40 

1.15 

1.05 

0.88

.80 

1.05 

1.12 

1.75

Discharge.

430

424 

415 

364 

334

310

355 

316 

298 

316 

268

225 

205 

142 

118 

79

62 

118 

135 

295 

238

259

July.

height.

1.30 

1.18 

1.20 

1.20 

1.10

1.00 

0.90 

.78 

.68 

.65

.45 

.50 

.38 

.35 

.30

.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30 

.30

Discharge.

180 

150 

155 

155 

130

 106 

P3 

58 

40 

36

11.0, 

16.0 

5.6 

3.6 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0 

1.0

37.0

August.

Gage 

height.

0.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30 

.30

Discharge.

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

LO 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0 

1.0

1.00

September.

Gage 

height.

0.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30

.30

.30 

.30 

.30 

.30

.30 

.30 

.30 

.30 

.30

.30 

.30 

.30 

.58 

.30

.30 

.30 

.30

Discharge.

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

26 

1.0

1.0 

1.0 

1.0

1.89

Day.

1...................

2...................

3...................

4...................

5...................

6...................

7...................

8...................

9...................

10...................

11...................

12...................

13...................

14...................

15...................

16...................

17...................

18...................

19...................

20...................

1910

June.

Gage 

height.

2.9 

3.35 

3.35 

2.9 

2!?

2.7 

3.05 

2.5 

2.15 

1.75

1.4 

1.25 

1.1 

1.0 

1.0

1.1

1.15 

1.1 

1.85 

2.4

Discharge.

460 

570 

570 

530 

470

470 

570 

420 

370 

280

195 

168 

130 

106 

106

130 

142 

130 

325 

490

July.

Gage 

height.

2.3 

2.4 

2.25 

2.0 

1.95

1.85 

1.65 

1.65 

1.5 

1.35

1.65 

1.7 

1.6 

1.65 

1.55

1.5 

1.5 

1.55 

1.25 

2.15

Discharge.

460 

490 

445 

370 

355

325

268 

268 

230 

192

268 

280 

255 

268 

242

230 

230 

242 

168 

415

August.

Gage 

height.

1.2 

1.45 

1.2 

1.0 

.9

.95 

.9 

.8 

.7 

.7

.8 

.85 

.95 

.9 

1.0

.9 

1.7 

1.4 

1.05 

1.0

Discharge.

155 

218 

155 

106 

83

94 

83 

62 

43 

43

62 

72 

94 

83 

106

83 

280 

205 

118 

106

September.

Gage 

height.

1.0 

1.2 

1.05

.85 

.8

2.55 

3.4 

2.25 

1.8 

1.6

1.55 

1.4 

1.25 

1.1 

.95

.85 

.7 

.6 

.5 

.*

Discharge.

106 

155 

118 

72 

62

542 

910 

534 

396 

336

322 

279 

238 

199 

162

138 

103 

81 

60 

60

October.

Gage 

height.

0.85

.85

Discharge.

138 

138
100 SURFACE WATER SUPPLY OF SEWAKD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Nome River below Pioneer ditch 

intake for 1907-1910 Continued.

Day.

21...................

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30...................

31...................

1910

June.

Gage 

height.

1.9 

1.7 

1.9 

2.0 

2.65

2.55 

2.45 

2.45 

2.2 

2.25

Discharge.

340 

280 

340 

370 

578

542 

508 

508 

430 

445

366

July.

Gage 

height.

1.95 

1.55 

1.4 

1.15 

1.15

1.3

1.5 

1.7 

1.8 

1.45 

1.3

Discharge.

355 

242 

205 

142 

142

180 

230 

280 

310 

218 

180

274

August.

Gage 

height.

0.95 

.9 

1.1 

1.15 

.95

.9

.8 

.85 

.9 

.8 

.65

Discharge.

94

83 

130 

142 

94

83 

62 

72 

83 

62 

36

103

September.

Gage 

height.

0.6 

1.2 

2.4 

1.95 

1.85

1.55 

1.35 

1.2 

1.05 

.95

Discharge.

81 

225 

580 

441 

411

322 

266 

225 

186 

162

259

October.

Gage 

height.

Discharge.

138

NOTE. It has been assumed that the shift in the channel between the 1909 measurements and those in 

1910 occurred during the high water of September, 1910, and the 1909 rating has been used up to September 0. The results are subject to considerable uncertainty.

Natural daily discharge, in second-feet, of Nome River at Pioneer ditch intake, 1907 to 1910. 

[Drainage area, 37 square miles.]

1...............

4...............

6...............

8...............

9............... 10...............

11...............

12...............

is

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Mean...... 

Mean per square

Run-off, depth 

in inches on 

drainage area . .

Au1907.

98

86

89

81

129

133

114

168

124

112

1.24

July.

53

45

41

38

37

35

35

33

32

27

29

36

32

2G

22

22

20

20

19.4

21

21

20

18.8

19.1

19.2

19.1

19 1

18 9

18.7

121

901

39.0 

1.05

1.21

1908

Aug.

92

50

54

198

406

191

100

75

63

64

86

190

185

167

118

84

81

76

126

<w

47

83

209

142

100

85

84

79

140

122 

3.30

3.80

Sept.

117

101

89

82

75

73

69

68

65

62

58

58

61

CO

61

63c4

48

48

46

44

46

65.5 

1.77

1.45

June.

430

424

415

364

334

310

355

316

298

316

268

236

219

162

174

138

120

178

192

338

QflQ

280 

7.57

5.91

19

July.

241

211

222

228

196

186

169

147

130

117

96

99

81

67

58

60

58

52

54

52

46

43

40

38

36

35

34

30

29

30

32

94.1 

2.54

2.93

89

Aug.

27

28

41

42

33

35

30

37

64

74

44

41

48

52

47

44

40

38

36

37

35

34

32

32

31

33

33

31

30

31

29

38.4 

1.04

1.20

Sept.

30

28

27

26

29

29

26

26

27

26

26

26

28

30

28

29

27

27

26

29

32

32

43

76

40

33

33

31

30

30

31.0

.838

.94

June.

460

570

570

530 ^

470

470

570

420

370

280

195

168

130

106

106

130

142

130

325

490

340

280

340

370

578

542

508

508

430

445

366 

9.89

11.03

19

July.

460

490

445

370

355

325

268

268

243

219

300

315

287

301

277

281

281

294

224

471

410

307

272

211

212

235

267

315

339

249

218

307 

8.30

9.57

10

Aug.

196

259

197

153

146

161

158

138

118

123

139

147

171

161

186

151

351

293

204

189

178

166

212

226

177

165

146

140

136

123

119

175 

4.73

5.45

Sept.

187

235

201

156

146

571

920

534

414

354

352

304

263

231

216

206

173

155

132

127

140

268

610

469

439

371

325

284

249

225

309 

8.35

9.32
NOME EIVEE DRAINAGE BASIN. 101

DAVID CREEK AT MIOCENE DITCH INTAKE.

David Creek is the first large tributary of Nome River below the 

junction of Buffalo and Deep Canyon creeks. Its valley has a northwestern exposure and holds a considerable amount of snow well into 

the summer. A branch of the Miocene ditch diverts all the water 

from the creek at low stages and carries it up the left bank of Nome 

River, discharging it into a small stream which enters the river 

above the main intake of the Miocene ditch. The discharge of the 

ditch was measured about 1J miles below the intake. (See p. 121.) 

On July 29, 1906, the seepage in this distance was found to be 0.5 

second-foot. The discharge of David Creek during low-water periods 

has therefore been found by adding 0.5 second-foot to the measured 

discharge of the ditch. For certain other periods the discharge of 

David Creek has been estimated as a percentage of that of Nome 

River, varying from 35 to 45, according to the season. The discharges 

for 1907, a wet year, and for 1909, a dry year, have been obtained in 

this manner.

Daily discharge, in second-feet, of David Creek at Miocene ditch intake for 1907 and 1909. 

[Drainage area, 4.3 square miles.]

1.... ........................................

2............................................

3............................................

4............................................

5............................................

6............................................

7............................................

8............................................

9............................................

10............................................

11............................................

12............................................

is

14............................................

15............................................

16............................................

17............................................

18............................................

19

20............................................

21............................................

22............................................

23............................................

24.... ........ _-..... .........................

25............................................

26............................................

27............................................

28............................................

90

30............................................

31............................................

Run-ofl, depth in inches on drainage area ....

July.

55

40

36

53

53

76

72

49

40

45

50

31

QA

28

23

93

in

21

24

30

45

22

22

20

13.7

13.7

12.1

11.4

12.9

12.9

12 9

qo q

7.51

8.66

1907

Aug.

12.9

12.1

13.7

12.0

11.7

11.0

10.7 fo. i

10.1

9.6

9.6

9.6

9 6

9.4

9.4

iq 7

91;

23

it; 4

15.4

16.3

16.3

12.4

12.1

12.4

20

22

18

18

30

20

14.6

3.40

3.92

Sept.

12 1

11.4

13.7

13.7

12.4

12.1

11.8

10.7

35

107

70

39

28

26

30

22

20

it; 4

17.0

14.5

14.5

12.6

11.8

11.1

10.4

10.3

9.9

9 4

9.4

8.8

21.0

4.88

5.44

June.

of.

on

44

40

37

32

30

26

29

20

19

18

17

36

74

34

40.1

9.33

5.55

19

July.

21

20

30

23

22

20

19

18

16.7

14.1

15.4

14.1

9.3

8.3

7.2

8.3

7.2

9.3

6.3

5.0

5.0

5.0

5.0

4.9

4.9

4.8

4.7

4.5

4.5

4.3

4.0

11.2

2.60

3.00

09

Aug.

'3.8

3.5

3.5

4.7

4.4

4.1

3.8

3.6

7.6

6.7

5.7

6.7

7.6

7.1

6.6

6.1

5.7

5.5

5.0

4.7

4.5

4.3

4.3

4.2

4.2

4.1

4.1

4.0

3.9

3.9

4.94

1.15

1.33

Sept.

3

0

3.7

3.7

3.6

3

e

3.4

3.3

3.2

3 9

3 9

3.2

3.1

3

n

7 Q

3.1

3.2

3.1

3.0

2.9

3.2

3.8

3.8

5.2

9.0

4.8

4.0

4.0

3.7

3.6

3.6

3.69

.858

.96
102 SURFACE WATEB SUPPLY OF SEWARD PENINSULA. 

HOBSON CEEEK AT MIOCENE DITCH INTAKE.

Hobson Creek is one of the most interesting and valuable streams 

in the Nome region. It rises south of Dorothy Creek, flows southward, and discharges into Nome River about 18 miles from the seacoast. It is about 4 miles long and very steep. Its only important 

tributary is Manila Creek, which becomes dry at low water. Hobson 

Creek is notable for the large limestone springs from which it receives 

its water. The highest of these springs emerges just above the dam 

at the Miocene ditch crossing. Above them a trench has been dug 

across the stream to solid rock at a low stage, and no flow was intercepted. Between the dam and the mouth of Manila Creek there are 

many springs, none of them very large, but giving an aggregate discharge nearly equal to that above the Miocene intake.

At low water the Miocene ditch obtains nearly half its water supply 

from Hobson Creek. Laterals have also been built to the other 

ditches, that to the Seward lying on the east bank and the Pioneer 

branch on the west bank.

The water from Hobson Creek is valuable not only on account of its 

remarkably uniform flow but also on account of its high temperature, 

which prevents the formation of slush ice during cold nights and 

makes it possible to run the ditches somewhat longer than they could 

be run with Nome River water alone.

The discharge of the springs which rise just above the Miocene 

intake into the bed of Hobson Creek was found during the seasons 

of 1907 and 1908 by taking the difference of the discharge of the ditch 

above and below the dam across Hobson Creek and adding to it the 

observer's estimate of the overflow, which at no time amounted to a 

very large proportion of the total. During 1908 practically no 

water was wasted. On May 11, 1909, a gage was established below 

the dam. The records obtained from this gage and the difference in 

the discharge of the ditch above and below the dam furnish the basis 

for determining the flow of the creek in 1909. Records were kept of 

the ditch in 1910, but as a large amount of water was spilled, of which 

no record was kept, the discharge of the creek can not be computed. 

The maximum discharge recorded at this point was caused by the 

melting of the snow and amounted to 60 second-feet on June 11, 1909. 

The maximum discharge from the springs alone was about 25 secondfeet in the spring of 1907. The minimum for one week was 6.1 

second-feet for July 25 to 31, 1909.
NOME BIVBE DRAINAGE BASIN. 103

Discharge measurements ofHobson Creek at Mwctne ditch intake in.1909 and 1910.

[Elevation, 600 feet.]

Date.

1909.

Ufav 11

June 14... ....................

June 14. ......................

June 14 6. ....................

June 14.. .....................

height.

Feet. 

0.00

.72

.75

on

.85

Discharge.

Sec.-ft. 

«0.12

23

23

3.7

37

Date.

1909. 

July 15.......................

1910.

Sept. 18......................

Gage 

height

Feet. 

0.07

Discharge.

Sec.-ft. 

0.46

8.7

Estimated by J. W. Warwick. 6 Water shut off at dam.

Daily discharge, in second-feet, ofHobson Creek at Miocene ditch intake for 1907 and 1908.

[Drainage area, 2.6 square miles.]

1.... ................................

2....................................

3....................................

4....................................

5....................................

6....................................

7....................................

8....................................

9....................................

10....................................

11....................................

12....................................

13....................................

14....................................

15....................................

16....................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24....................................

26....................................

26....................................

27....................................

28....................................

29....................................

30....................................

31....................................

Run-off, depth in inches on drainage 

area. .

June.

26.7

25.8

25.0

25.8

9.92

1.11

191

July.

25.5

24.9

23.8

22.7

22.7

21.1

19.6

25.8

24.5

22.7

23.0

24.0

23.0

23.0

19.7

23.1

21.4

23.2

22.3

22.6

23.0

21.1

22.3

00 C

22.7

24.2

91 ft

21.4

 20.2

20.9

21.2

22.6

8.69

10.02

07

Aug.

20.4

18.7

19.1

19.3

19.2

18.9

19.4

17.3

18.1

18.2

16.2

16.7

16.4

16.4

16.3

16.9

14.7

14.7

14.3

14.3

15.4

14.7

14.3

16.8

18.3

17.3

17.3

17.3

17.7

17.7

17.7

17.1

6.58

7.59

Sept.

17.7

17.3

17.3

17.7

17.3

16.9

16.5

17.9

16.6

18.2

20.0

20.5

21.0

21.9

20.3

20.6

20.6

20.7

20.3

19.6

19.7

18.3

22.3

20.6

19.5

19.3

17.7

19.0

19.3

19.7

19.1

7.35

8.20

June.

13.8

12.0

10.0

10.0

10.0

10.0

12.0

12.3

12.6

13.3

14.1

15.7

12.2

4.69

2.09

19

July.

14.3

11.1

10.6

8.5

8.2

8.1

7.8

8.7

7.6

7.9

7.5

6.2

6.9

7.3

7.2

7.1

7.6

7.6

7.7

6.6

6.9

6.6

6.4

6.6

6.6

6.2

6.0

5.7

5.7

6.2

6.3

7.5

2.88

3.32

08

Aug.

6.7

6.6

6.4

6.7

8.8

9.1

10.2

8.5

7.9

8.0

8.7

9.6

10.3

11.7

11.4

12.3

11.9

12.2

12.5

17.8

12.0

12.4

13.1

13.1

14.1

14.1

14.1

14.1

13.8

14.4

13.1

11.0

4.23

4.88

Sept

12.8

12.5

12.5

12.5

12.7

12.7

13.0

12.1

11.8

11.0

11.1

10.6

10.2

9.8

9.9

9.5

8.1

7.4

7.1

7.3

6.2

6.8

6.5

10.2

3.92

3.35
104 SURFACE WATEB SUPPLY OF SEWABD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Hobson Creek at Miocene ditch

intake for 1909.

[Drainage area, 2.6 square miles. Observers, Oscar Munson and C. D. McDermitt.]

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.................................... ?ft

31....................................

Run-ofl, depth in inches on drainage

May.

Gage 

height.

0.00 

.00 

.00 

.00 

.02

.04 

.04 

.08 

.16 

.38

.42

.36

.41

.41

.39

.35 

.34

.38 

.40

.50

.86

Discharge.

0.12 

.12 

.12 

.12 

.19

.26 

.26 

.54 

1.3 

5.8

7.1

5.3

6.7

6.7

6.1

5.0

4.7

5.8 

6.4 

9.7 

36

5.16

1 98

June.

Gage 

height.

0.89 

.85 

.88 

.82 

.92

.91

.81 

.72 

.80 

.85

1.02

.85 

.88 

.84 

.78

.88 

.76 

.59 

.61 

.30

.30 

.59 

.42

Discharge.

40 

35 

39 

31 

44

42 

30

22 

29 

35

60 

35 

39 

34

27

39 

25 

23 

25 

21

18.8

17.4

14.9

14.6

14.6

15.1

15.4

18.8 

27 

24

28.5 

11.0

12.27

July.

Gage 

height.

0.42 

.40 

.38

Discharge.

21 

20 

22 

18.1 

17.1

17.4 

17.0 

16.4 

16.4 

16.1

16.1 

16.1 

16.1 

15.5 

15.9

15.0 

15.1 

12.0 

13.4 

12.4

15.7 

13.6 

11.5 

12.4 

13.7

10.7 

11.3 

10.6 

11.0 

10.2 

9.9

14.8 

5.69

6.56

Aug.

Discharge.

9.5 

9.0 

8.3 

6.2 

5.7

8.0 

8.2 

8.2 

8.0 

8.3

9.2 

6.2 

6.2 

7.2 

6.3

6.2

7.1 

8.4 

8.4 

7.5

6.9

7.1 

7.6 

7.4 

7.6

7.6 

7.7 

7.6 

8.0 

8.1 

7.0

7.57 

2.91

3.36

Sept.

Discharge.

7.6 

6.9 

6.8 

6.4 

6.6

6.2 

6.4 

6.4 

6.5 

6.1

6.4 

6.4 

6.3 

7.2 

6.3

6.4 

7.1 

6.1 

6.0 

6.8

6.8 

5.9 

5.9 

6.4 5.9

6.4 

6.4 

6.4 

6.0 

6.0

6.43 

2.47

2.76

HOBSON CBEEK BELOW MANILA CBEEK. «

Measurements were begun in 1907 to determine the total discharge 

of Hobson Creek below Manila Creek, its principal tributary. Simultaneous measurements were made of the creek and all its diversions 

below the Miocene ditch level, including the laterals to the Seward 

and Pioneer ditches, and Deschamps ditch, which diverts just below 

Manila Creek. In the following table these several factors and their 

total are tabulated, together with the run-off per square mile and 

the ratio of the discharge at this point to that at the Miocene intake. 

This ratio varies from 1.66 to 2.85. The natural discharge of Hobson 

Creek below Manila Creek may be approximated for any day desired 

during the period covered by discharge records of the creek at the 

Miocene ditch intake. To do this the ratio indicated in the table
NOME EIVEE DRAlKAGE BASItf. 105

for the date nearest to that of the day desired should be applied to 

the discharge of Hobson Creek at Miocene ditch intake for the day 

desired.

Discharge measurements of Hobson Creek below Manila Creek from 1907 to 1909. 

[Drainage area, 5.1 square miles. Elevation, 270 feet.]

Date.

1907. 

July 2...............

19...............

A i-inr Q

Sept. 28... ...........

190S. 

June 19..............

July 10....... ........

Aug. 12..............

Sept. 1.. .............

1909.

July 15... ............

Aug. 1. .............

10..............

Sept. 12..............

Point of measurement.

Miocene 

intake.

Sec.-ft. 

24.9 

24.5 

22.3 

18.1 

19.0

a 13.8 

7.9 

9.6 

12.8

621.0 

15.9 

9.5 

8.3 

6.4

Seward 

lateral.

Sec.-ft. 

0.0 

5.2 

5.2 

4.3 

4.5

7.1 

3.1 

6.1 

5.3

.0

5.5 

3.2 

3.8 

2.5

Pioneer 

lateral.

Sec.-ft. 

0.0 

.0 

.0 

.0 

5.8

6.1 

2. 6

5.0 

4.8

.0 

4.3 

2.3

1.7 

.85

Deseharaps 

ditch.

Sec.-ft. 

0.0 

.0 

.0 

.0 

.0

1.8 

.0 

3.4 

2.0

.0 

.2 

3.3 

.0 

.0

Below 

Manila 

Creek.

Sec.-ft. 

25.0 

21.0 

17.7 

10.7 

5.0

8.4 

5.0 

3.3 

5.2

34.8 

7.5 

2.9 

4.2 

4.9

Total.

Sec.-ft. 

49.9 

50.7 

45.2 

33.1 

34.3

27.1 

18.6 

27.4 

30.1

34.8 

33.4 

21.2 

18.0 

14.6

Discharge 

per 

square 

mile.

Sec.-ft. 

9.79 

9.94 

8.86 

6.49 

6.73

 5.31 

3.65 

5.37 

5.90

6.82 

6.55 

4.16 

3.53 

2.86

Hobson 

Creek 

below 

Manila 

Creek.

Miocene 

intake.

Ratio. 

2.00 

2.07 

2.03 

1.83 

1.81

1.96 

2.35

2.85 

2.35

1.66 

2.10 

2.23

2.17 

2.28

o 3.7 second-feet diverted in ditch.

& Discharge at 10 a. m., when measurement was made below; no water diverted.

CAMPION DITCH AT BLACK POINT.

The Campion ditch diverts water from Buffalo Creek about half a 

mile above its mouth, at an elevation of 610 feet. It extends along 

the right bank of Nome River for about 4 miles to Dorothy Creek, 

where the water is used for mining or is discharged into the creek. 

The station was established July 7, 1906, to determine the discharge 

of the ditch and the amount of water diverted for it at the gaging 

station on Nome River. It is located just above the Miocene ditch 

cabin at Black Point, about 1£ miles below the intake. The records 

of the amount of water diverted in 1906 to 1909 are practically 

complete. The maximum discharge shown by the records occurred 

August 11, 1906, and was 27.5 second-feet. This is about 7 secondfeet more than the ditch can carry safely, and the greatest amount 

diverted is ordinarily about 20 second-feet. The minimum weekly 

discharge recorded at a time when the ditch was carrying all the 

water of Buffalo Creek was 3.4 second-feet for July 23 to 29, 1908.
106 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Discharge measurements of Campion ditch at Black Point, 1906 to 1909.

Date.

1906. 

July 7

20

21

Aug. 2

11

18

23

31

1907. 

July 10

12

17

1908. 

June 20

July 9

Aug. 29

1909. 

July 29

Aug. 2

9

Hydrographer.

F. F. Henshaw .... _ .......................................................

.....do...... ........................................................... ......

.....do.......................................................................

.....do.......................................................................

.. ...do. .................................................................... ..

.... .do. ......................................................................

F. F. Henshaw ..............................................................

F. F. Henshaw ..............................................................

F. F. Miller . ................................................................ .

F.F. Miller.. ................................................................

.....do.......................................................................

.....do.......................................................................

 ».

SeO,. 

0.80

.60

.70

.67

1.36

.76

1.10

1.00

.88

.35

.79

1.04

.52

.35

.71

.10

.23

.39

.20

Discharge.

Sec.-ft. 

11.9

8.86

10.2

9 7n

27.5

12.0

19 6

16.8

9.93

2.70

8.20

13.9

7.64

5.03

11.3

2 1O

3.71

6.86

3.71

Daily gage height, in feet, and discharge, in second-feet, of Campion ditch at Black Point

for 1906-1909.

[Observer, F. F. Miller.]

Day.

1........ ......

2..............

4..............

5..............

6..............

7..............

8..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

so

31..............

1906

July.

1

05

a

0>

8P

o

0.88

.92

.78 

.75 

.82 

.78 

.76 

.72

a5 

J

Q

0 

0 

0 

0 

0

7.0 

14.1 

0 

0 

0

0 

0 

0 

0 

0 

0 

0 

0 

7.0 

13.0

14.0 

15.0 

15.0 

15.0 

15.0

11.9 

11.3 

12.7 

11.9 

11.5 

10.7

12.3

August.

I 3<E 

§P

O

0.69 

.68 

.65 

.62 

.56

.61 

.69 

.70 

.73

.77

1.13 

1.05 

1.09 

1.02 

.92

.80 

.80 

.78 

.75 

.80

.76 

1.01 

1.16 

.99 

.93

1.15 

1.16 

1.14 

1.09 

1.00 

.99

s

10.1 

10.0 

 9.5 

9.0

8.2

8.9 

10.1 

10.3 

10.9 

11.7

20.4 

18.2 

19.2 

17.5 

15.0

12.3 

12.3 

11.9 

11.3 

12.3

11.5 

17.2 

21.3 

16.8 

15.2

21.0 

21.3 

20.7 

19.2 

17.0 

16.8

14.4

September.

+i

a

« O

0.98 

.90 

1.02 

1.04 

1.00 

1.02 

.96 

.96 

1.00 

1.08

1.07 

1.02 

1.06 

1.02 

.98

.93 

.92 

.90 

1.10 

.98

.50 

.60 

.75 

.72 

.91

.96 

1.02 

.98 

.95 

.94

......

1 

Q

16.5 

14.5 

17.5 

18.0 

17.0

17.5 

16.0 

16.0 

17.0 

19.0

18.8 

17.5 

18.5 

17.5 

16.5 

15.2 

15.0 

14.5 

19.5 

16.5

7.5 

8.7 

11.3 

10.7 

14.8

16.0 

17.5

16.5 

15.8 

15.5

15.8

1907

July.

i

s<D 1

0.71 

.58 

.80 

.81

.66 

.52

.77 

.69 

.66

.73

.70 

.95 

.84 

.90

.94 

.88 

.93 

.89 

.88 

.89 

.83 

.86 

.91 

1.05 

1.07

<D

f.S3 

fl

6.8 

5.1 

8.3 

8.5

6.0 

4.4 

7.8 

6.5 

6.0

7.1 

6.7 

11.5 9.1- 

10.3

11.3 

9.9 

11.0 

10.1 

9.9

10.1 

8.9 

9.5 

10.5 

14.2 

14.8

9.0

August.

1

S

1

o

1.00 

1.00 

1.00 

.99 

.95

.90 

.92 

.96 

.98 

.90

.90 

.94 

.94 

.98 

.89

1.08 

.99 

1.09 

1.01 

.98

1.03 

1.04 

1.02 

1.02 

1.00

1.09 

1.08 

1.06 

1.05 

1.12 

1.08

......

fl

12.8 

12.8 

12.8 

12.5 

11.5

10.3 

10.8 

11.8 

12.3 

10.3

10.3 

11.3 

11.3 

12.3 

10.1

15.1 

12.5 

15.4 

13.1 

12.3

13.6 

13.9 

13.4 

13.4 

12.8

15.4 

15.1 

14.5 

14.2 

16.3 

15.1

12.9

September.

}

1.10 

1.12 

1.12 

1.10 

1.06

1.11 

1.08 

1.06 

1.16 

.82

.65 

.93 

1.00 

.91 

.97 

.92 

.97 

1.01 

1.06 

1.18

.98 

.99

"."98~ 

.99 

1.06 

1.04 

1.03 

.98

......

1 

ft

15.7 

16.3 

16.3 

15.7 

14.5

16.0 

15.1 

14.5 

17.4

8.7

5.9 

11.0

12.8 

10.5 

12.0 

10.8 

12.0 

13.1 

14.5 

18.0

12.3 

12.5 

0 

12.2 

12.5

14.5 

13.9 

13.6 

12.2 

0

12.6
NOME BIVER DBAESTAGE BASIN. 107

Daily gage height, in feet, and discharge, in second-feet, of Campion ditch at Slack Point 

for 1906-1909 Continued.

Day.

1........ ......

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11....*.........

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Mean.....

1908

June.

o> 

g? 

o

0.50

.70 

.70 

.81 

.74 

.70

.78 

.66 

.65 

.68 

.70

.1 

fi

4.0 

6.0 

7.3

11.2 

11.2 

13.6 

12.1 

11.2

13.0 

10.4 

10.2 

10.8 

11.2

10.2

July.

|

0.62 

.62 

.63 

.58 

.55

.50 

.44 

.38 

.34 

.32

.52 

.82 

.60 

.45 

.36

.34 

.34 

.34 

.28 

.27

.28 

.18 

.15 

.20 

.20

.20 

.20 

.16 

.14

'".&

......

§0

9.6 

9.6 

9.8 

8.8 

8.2

7.3 

6.3 

5.4 

4.9 

4.7

7.7 

13.9 

9.2

6.5 

5.2

4.9 

4.9 

4.9 

4.2 

4.1

4.2 

3.1

2.8 

3.3

3

0 

.O

3.3 

3.3 

2.9 

2.7 

.0 

7.0

5.67

August

a 

O

0.49 

.46 

.69

.82 

.72 

.62 

.72

.80

.48 

.86 

.79

.74 

.70 

.68

.84

(.82) 

.80 

.68 

.68 

.74

.81 

.78 

.73 

.70 

.68

......

j

7.1 

6.7 

11.0 

.0 

.0

.0 

13.9 

11.6 

9.6 

11.6

13.4 

.0 

7.0 

17.8 

13.2

' 12.1 

11.2 

10.8 

.0 

14.4

13.9 

13.4 

10.8 

10.8 

12.1

13.6 

13.0 

11.9 

11.2 

10.8 

.0

9.43

September.

i

£

1

o

0.35 

.70 

.62 

.56 

.65

.75 

.62 

.60 

.59 

.55

.50 

.50 

.48 

.46 

.50

.55 

.55 

.50 

.48 

.46

.40

......

fi

5.0 

11.2 

9.6 

8.4 

10.2

12.3 

9.6 

9.2 

9.0

8.2

7.3 

7.3 

7.0 

6.7 

7.3

8.2 

8.2 

7.3 

7.0 

6.7

5.7

8.16

1909

August.

1<D 

g?

O

0.15 

.19 

.24

.28 

.28

.26 

:26

.28 

.28 

.30

.10 

.10 

.40

.44 

.42

.40 

.40 

.40 

.44 

.42

.44 

'.42 

.40 

.40 

.40

.40

.42

.44 

.40 

.38

------

«5

2.8 

3.4 

4.2 

4.9 

4.9

4.5 

4.5 

4.9 

4.9 

5.2

2.2 

2.2

7.1 

8.0 

7.5

7.1 

7.1 

7.1 

8.0

7.5

8.0 

7.5 

7.1 

7.1 

7.1

7.1 

7.3

7.5 

8.0 

7.1 

6.7

6.08

September.

«s

a

I

0.38 

.40 

.40 

.44 

.42

.40 

.40 

.34 

.34 

.34

.32 

.30

.30 

.42 

.40

.44 

.42 

.40 

.40

......

I!

6.7

7.1 

7.1 

8.0 

7.5

7.1 

7-1 

6.0 

6.0 

6.0

5.6 

5.2 

5.2 

7.5 

7.1

8.0 

7.5 

7.1 

7.1

6.78

NOTE. The mean discharge for the period July 28 to 31, 1909, was 3.8 second-feat. 

MIOCENE DITCH SYSTEM. 

DESCRIPTION.

The Miocene ditch system includes 31 miles of main ditch and 31 

miles of lateral feeders and distributing ditches, 8 miles of which are 

under construction. This ditch diverts water from upper Glacier 

Creek, upper Snake River, Nome River and its tributaries, and the 

Grand Central River drainage basin for use on claims along lower 

Glacier, Dexter, and Anvil creeks.

The first section of this system was built in 1901, from upper Glacier 

Creek to Snow Gulch, this being the first ditch in Seward Peninsula. 

In 1902 an extension was made from the "X" to Hobson Creek, and 

in 1903 the ditch was extended to the head of Nome River, these
108 SURFACE WATEE SUPPLY OP SEWARD PENINSULA.

three sections constituting the main line of the system, with a length 

of 31 miles. The elevation of the intake is 572 feet and that of the 

lower end 420 feet, giving a fall of 152 feet. This fall varies at different points along the ditch, ranging from 3.17 to 7 feet to the mile. 

There are two siphons, one at Dorothy Creek, 24 inches by 300 feet, 

which carries about 40 second-feet, and one at Manila Creek, 40 

inches by 1,000 feet. Below Willow Creek there is a 1,100-foot 

flume. The main ditch has an average width of 8 feet above and 10 

feet below Hobson Creek, and a capacity of 60 second-feet. The mean 

flow is about 40 second-feet.

The water is delivered from the end of the ditch on claims along 

Glacier Creek; on Anvil Creek by a tunnel 1,800 feet long and 4 by 6 

feet in cross section, built in 1903 and 1904; and on Dexter Creek by 

a ditch from the "X" around the south side of King Mountain.

The lateral feeders, in order up the ditch, are: (1) From upper 

Glacier Creek to the "X" (this was the upper portion of the first 

section of the main ditch); (2) from Grouse and Cold creeks to 

flume; (3) from upper New Eldorado Creek to Buster Creek (it was 

originally intended to connect this feeder with the main ditch by a 

siphon across Nome River, but in 1907 it was extended to producing 

ground on Buster Creek); (4) the David Creek ditch, which empties 

into Nome River above the intake; (5) the Jett Creek ditch, which 

takes water from Jett and Copper creeks and carries it over the 

Nugget divide; (6) the Grand Central ditch, which is under construction (this ditch diverts water from Nugget Creek and will tap the 

headwaters of Grand Central River).

Discharge data have been collected at five points on the main 

ditch and on three of the laterals, as indicated in the list on page 92. 

Records on the Nugget and Jett Creek branches are included with 

the others, although these ditches are located in the Grand Central 

River drainage basin.

MIOCENE DITCH AT BLACK POINT.

This station was established July 1, 1906, and complete records 

have been kept of the amount of water diverted by the ditch since that 

date, except from October 1 to 12, 1906, when no record was kept. 

Although there is a small amount of leakage between the intake and 

the station, the records may be taken without appreciable error as 

indicating the amount of water diverted from the river. Measuring 

conditions are good and the channel is practically permanent. The 

maximum diversion was 51.5 second-feet in 1910; and the lowest discharge for one week, when all the water of Nome River was diverted, 

was 4.1 second-feet, for July 23 to 29, 1908.
NOME EIVEE DRAINAGE BASIN.

Discharge measurements of Miocene ditch at Black Point, 1906 to 1910.

109

Date.

1906. 

July 7

12

21

27

29

Aug. 2

11

23

Sept. 11

25

1907. 

July 4

10

17

6

16

16

1908. July 9

9

Aug. 13

29

1909.

26

July 17

17

Aug. 2

9

1910. 

Sept. 18

Hydrographer.

F. F. Henshaw..... ......................................................

F. F. Henshaw ..........................................................

.....do....................................................................

F. F. Henshaw ..........................................................

.....do....................................................................

.....do....................................................................

.....do....................................................................

F. F. Miller ..............................................................

F. F . Henshaw ..........................................................

A. T. Barrows ...........................................................

F. F. Miller. .............................................................

F. F. Miller .............................................................

.....do................................................... ................

F. F. Henshaw. .... ......................................................

.....do....................................................................

.....do....................................................................

.....do....................................................................

.....do.....................................................................

G. L. Parker.. ...........................................................

Gage 

height.

Ft t. .81

.89

.71

.68

.46

OQ

1.20

1.30

.85

1.10

.51

.57

79

.96

.62

.92

1.13

1 ^

.00

1.16

1.10

.09

.70

7Q

.78

-.18

1.03

1.01

Discharge.

Sec.-fl. 

31. S

34.1

27.5

25.7

20.6

44.7

48.3

30.7

38.2

21.8

24.2

29.6

36.4

25.1

33.5

42.5

7.2

9.9

44.5

40.0

12.3

31.5

31.7

32.7

7.0

41.0

44.3

36.8

Daily gaye height, in feet, and discharge, in second-feet, of Miocene ditch at Black Point

for 1906-1910.

[Observers, F. F. Miller, 1906-1909; George Peters, 1910.]

Day.

1..............

9

3..............

5..............

7..............

8..............

10..............

12..............

13..............

14..............

15..............

1906

July.

height. Gage 

0.70 

.70 

.60 

.85 

.95

.88 

.85

.50 

1.00 

1.00 

1.00 

1.20

Discharge.

27 

27 

24 

31.5 

34.8

32.4 

31.5 

0 

0 

0

21 

36.5 

36.5 

36.5 

43.5

August.

height. Gage 

0.40 

.38 

.35 

.34 

.33

.34 

.52 

.48 

.37 

.40

.81 

.82 

.96 

.60 

.60 1

Discharge.

18.8 

18.5 

18 

17.8 

17.7

17.8 

21.6 

20.6 

18.3 

18.8

30.3 

30.6 

35.1 

24 

21

September.

Gage height.

1.20 

1.20 

1.20 

1.20 

1.20

1.20 

1.17 

1.04 

1.00 

.98

.82 

.80 

.80 

.76 

.72

Discharge.

43.5

43.5 

43.5 

43.5

43.5 

42.4 

37.9 

36.5 

35.8

30.6 

30 

30 

28.8 

27.6

1907

July.

SbO

1 

« 

$

O

0.52 

.50 

.50

.45 

.40 

.48 

.48 

.50

.50 

.50 

.50 

.50 

.80

Discharge.

22.3 

21.7 

21.7

20.4 

19.2 

21.1 

21.1 

21.7

21.7 

21.7 

21.7 

21.7 

30.7

August.

height. Gage 

1.05 

.98 

.91 

.85 

.80

.68 

.61 

.64 

.61 

.52

.52 

.52 

.50 

.55 

.45

Discharge.

38.8 

36.5 

34.2 

32.2 

30.7

27.0 

24.9 

25.8 

24.9 

22.3

22.3 

22.3 

21.7 

23.1 

20.4

September.

Gage height.

1.15 

1.15 

1.15 

1.15 

1.15

1.15 

1.04 

1.08 

1.10 

.80

.48 

.98 

1.15 

1.08 

1.00

Discharge.

42.2 

42.2 

42.2 

42.2 

42.2

42.2 

38.4 

39.8 

40.5 

30.7

21.1 

36.5 

42.2 

39.8 

37.1
110 SUEFACE WATEE SUPPLY OF SEWAED PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch at Black Point 

for 1906-1910 Continued.

Day.

16..............

17..............

18..............

19..............

20..............

21..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Mean....

1906

July.

1,

£ fi

O

1.10 

1.10 

1.10 

.92 

.70

.70 

.62 

.85 

.95 

.92

.75 

.62 

.54 

.50 

.45 

.42

......

Day.

1908. 

1....................

3....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

OK

26....................

97

28....................

on

30....................

31....................

S

1

3

40 

40 

40 

33.7 

27

27 

24.6 

31.5 

34.8 

33.7

28.5 

24.6 

22.2 

21 

19.9 

19.2

27.4

August.

a60

1 

Q>Bo

03 

O

.50 

.45

.39 

.46 

.86

1.12 

1.03 

1.17 

1.19 

1.20

1.17 

1.16 

1.20 

1.20 

1.20 

1.20

8,

1

1

fi

21

19.9 

18.6 

20.1 

31.8

40.7 

37.6 

42.4 

43.2 

43.5

42: 4 

42.1 

43.5 

43.5 

43.5 

43.5

29.2

June.

Gage 

height.

0.15 

.52

.58 

.58 

.74 

.70 

.81

Discharge.

12.9 

22.3

24.0 

24.0 

28.8 

27.6 

31.0

24.4

September.

+£ 

3'8

<o 60

S

.66 

.64 

.78 

.80 

.58

.69 

.92 

1.00 

.96 

1.05

1.06 

1.22 

1.20 

1.20 

1.20

......

a

1 

o

25.8 

25.2 

29.4 

30 

23.4

26.7 

33.7 

36.5 

35.1 

38.2

38.6 

44.2 

43.5 

43.5 

43.5

35.9

1907

July.

!O

.80 

.80 

.80 

.80 

.80

.80 

.80 

.80 

.80 

.85

.86 

1.00 

.94 

.94 

.96 

1.10

July.

Gage 

height.

0.78 

.46 

.30 

.22 

.21

.16 

.13 

-.01 

-.06 

 .14

-.12 

.18 

.00 

-.08 

-.14

-.17 

-.18 

-.19 

-.26 

-.24

-.29 

-.35 

-.36 

-.34 

-.34

 34

-!34 

-.38 

-.38 

.82 

1.00

..........

Discharge.

30.1 

20.8 

16.4 

14.5 

14.2

13.1 

12.5

9.7 

8.8 

7.4

7.8 

13.6 

9.9 

8.5 

7.4

6.9 

6.7 

6.6 

5.5

5.8

5.0 

4.2 

4.1 

4.3 

4.3

4.3 

4.3

3.8 

3.8 

31.3 

37.1

10.7

fi

30.7 

30.7 

30.7 

30.7 

30.7

30.7 

30.7 

30.7 

30.7 

32.2

32.6 

37.1 

35.1 

35.1 

35.8 

40.5

28.0

August.

I

I

<D1 

o

.90 

1.15 

1.15 

1.15 

1.16

1.16 

1.16 

1.10 

1.08 

1.02

1.15 

1.16 

1.16 

1.16 

1.15 

1.15

......

<D Ml

fi

33.8 

42.2 

42.2 

42.2 

42.6

42.6 

42.6 

40.5 

39.8 

37.7

42.2 

42.6 

42.6 

42.6 

42.2 

42.2

34.4

August.

height.

1.05

0.73 

.66 

.82 

.98

1.15 

1.12 

.89 

.77 

.68

1.10 

1.15

1.15 

1.15 

1.15

1.01 

.96 

.98 

1.15 

1.15

1.15 

1.15 

1.15 

1.15

1.15 

1.15 

1.15 

1.15 

1.05 

1.15

..........

Discharge.

38.8 

28.6 

26.4 

31.3 

36.4

42.2 

41.2 

33.5 

29.8 

27.0

40.5 

42.2 

42.2 

42.2 

42.2

37.4 

35.8 

36.4 

42.2 

42.2

0

42.2 

42.2 

42.2 

42.2

42.2 

42.2 

42.2 

42.2 

38.8 

42.2

37.3

September.

1 

1 

8>

$

1.00 

1.00 

1.00 

1.08 

1.15

1.08 

1.15 

1.15

1.06 

1.00

1.04 

.98 

.94 

1.02 

1.12

......

a

*

I

fi

37.1 

37.1 

37.1 

39.8 

42.2

39.8 

42.2 

42.2 

39.1 

37.1

38.4 

36.5 

35.1 

37.7 

41.2

38.7

September.

3,

1.15 

1.15 

1.15 

1.15 

1.05

0.92 

.86 

.89 

.79 

.76

.66

.55 

.67 

.54 

.75

.74 

.61 

.52 

.54 

.45

.45

.44

..........

Discharge.

42.2 

42.2 

42.2 

42.2 

38.8

34.5 

32.6 

33.5 

30.4 

29.5

26.4 

23.2 

26.7 

22.9 

29.2

28.8 

24.9 

22.3 

22.9 

20.4

20.4 

20.1

29.8
NOME KIVEE DRAINAGE BASIN. Ill

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch at Black Point 

for 1906-1910 Continued.

Day.

1909. 

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....................

90

30....................

31....................

Day.

1910. 

1..........

2..........

3..........

4..........

5..........

6.......... 

7..........

8..........

9.......... 

10..........

11..........

12..........

13.......... 

14..........

15..........

June.

height.

0.10 

.35 

.60

.70 

.70 

.70 

.25 

.80

July.

f

J3

<D

8P o

......

......

......

3

......

......

Discharge.

 12.0 

18.4 

26.4

29.8 

29.8 

29.8 

15.6 

33.3

24.4

August.

f 1

1

0.80 

.87 

.84 

.84 

.85

.88 

.93 

1.03 

1.06 

1.14

1.20 

1.30 

1.30 

1.30 

1.30

3

31.0 

33.3 

32.3 

32.3 

32.6

33.6 

35.3 

38.7 

39.7 

42.5

44.5 

48.0 

48.0 

48.0 

48.0

July.

Gage 

height.

0.80 

.80 

.80 

.80 

.80

1.00 

1.00 

1.05 

1.10 

1.10

1.10 

1.10 

1.05 

.88 

.75

.82 

.74 

.82 

.70 

.58

.52 

.46 

.38 

.28 

.26

.25 

.23 

.13 

.05 

- .08 

- .12

September.

.£?

<D

a

1.40 

1.36 

1.40 

1.40 

1.40

.10 

.10 

.36 

.46 

.90

0

3

51.5 

50.1 

51.5 

51.5 

51.5

0.0 

.0 

.0

5.0 

12.0

12.0 

12.0 

17.9 

20.6 

34.3

Discharge.

33.3 

33.3 

33.3 

33.3 

33.3

40.4 

40.4 

42.2 

44.0 

44.0

44.0 

44.0 

42.2 

36.1 

31.6

34.0 

31.2 

34.0 

29.8 

25.7

23.7 

21.8 

19.3 

16.5 

15.9

15.6 

15.1 

12.7 

11.0 

8.6 

7.9

August.

Gage 

height.

-0.14 

- .16 

+ .08 

.34 

.07

- .03 

- .04 

- .08 

1.01 

1.10

.66 

.44 

.66 

.69 

.56

.36 

.24 

.20 

.18 

.14

.12 

.11 

.09 

.05 

.00

.02 

.04 

.05 

- .02 

- .05 

- .03

Day.

1910. 

16..........

17..........

1 Q

1Q

20..........

21.......... 

22.......... 

oo

24..........

OK

26..........

97

28..........

on

oft

PI

Mean.

Discharge.

7.5 

7.2 

11.6 

18.2 

11.4

9.5 

9.3 

8.6 

40.8 

44.0

28.4 

21.1 

28.4 

29.5 

25.0

18.7 

15.4 

14.3 

13.8 

12.9

12.5 

12.2 

11.8 

11.0 

10.0

10.4 

10.8 

11.0 

9.6 

9.1 

9.5

15.9

July.

1A

O

0.00 

.06 

.15 

.23

.28 

.45 

.47

.45 

.46

.48 

.48 

.45 

.45 

.45 

.55

ft

5.0 

10.0 

11.2 

13.0 

14.7

15.8 

20.4 

20 $

20.4 

20.6

21.2 

21.2 

20.4 

20.4 

20.4 

23.2

17,4

September.

&.

-0.10 

- .10 

- .12 

- .12 

- .04

.00 

- .06 

- .15 

- .16 

- .16

- .17 

- .20 

- .20 

- .12 

- .17

- .15 

- .15 

- .15 

- .20

August.

*» 

1.25 

1.26 

1.34 

1.38 

1.39

1.40 

1.40 

1 40

1.39 

1.40

1.40 

1.39 

1.38 

1.39 

1.40 

1.40

1

ft

46.2 

46.6 

49.4 

50.8 

51.2

51.5 

51.5

51.5

51.2 

51.5

51.5 

51.2 

50.8 

51.2 

51.5 

51.5

45.1

Discharge.

8.2 

8.2 

7.9 

7.9 

9.3

10.0 

8.9 

7.4 

7.2 

7.2

7.0 

6.5 

6.5 

7.9 

7.0

7.4 

7.4 

7.4 

6.5

7.66

September.

3 3

o

.93 

.98 

1.00 

1.00 

1.00

1.00

"."io"

.45 

.45 

.80 

.80 

.80

ft

35.3 

37.0 

37.7 

37.7 

37.7

37.7 

10.0 

.0 

.0 

19.0

20.4 

20.4 

31.0 

31.0 

31.0

25.2

NOTE. The mean discharge for the period Oct. 1 to 3,1910, was 3.91 second-feet. 

MIOCENE DITCH AT CLARA CREEK.

This station was established July 7, 1907, and records were kept 

during 1907 and a part of 1909 only. There is practically no inflow 

between Black Point and this point, except during rains, so that a
112 SURFACE WATEK SUPPLY OF SEWAED PENINSULA.

comparison of the records here with those at the station above 

shows the loss by seepage between the two. The greatest diversion 

was 35.2 second-feet in 1907. Practically no water reached the 

section in the lowest water of 1908.

Discharge measurements of Miocene ditch at Clara Creek, 1907 to 1909.

Date.

1907.

llllTT Q

18

Aug. 9

20

29

Sept. 27

1908. 

Sept. 1

1909. 

July 16

Aug. 2

10

Sept. 13

Hydrographer.

F. F. Ilenshaw ...............................................................

.....do .......................................................................

.....do.......................................................................

.....do.......................................................................

F. F. Henshaw ...............................................................

F. F. Henshaw ...............................................................

.....do .......................................................................

.....do.......................................................................

G. L. Parker .................................................................

Gage 

height.

Feet.

.79

.60

91

.92

.88

.87

1.34

.50

1.45

.35

Discharge.

Sec.ft. 

18.2

27.7

21.1

35.2

34.7

34.1

' 35.2

29.0

4.14

34.6

1.97

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch at Clara Creek

for 1907 and 1909.

[Observers, employees of Miocene Ditch Co.

1.. ............

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..............

Mean ....

1907

July.

I 3

£1 

<D

8P

o

0.52 

.55 

.50 

.54

.56 

.46 

.50 

.51 

.71

.82 

.75 

.82 

.79 

.79

.81

.82 

.80 

.80 

.80

.82 

.88 

.88 

.83 

.89 

.92

05

s

1

s

<»18.0 

ol9.0 

ol9.0

019.0 

18.8 

19.6 

18.2 

19.3

19.9 

17.2

18.2 

18.5 

25.0

30.0 

26.8 

30.0 

28.6 

28.6

29.5 

30.0 

29.0 

29.0 

29.0

30.0 

33.0 

33.0 

30.5 

33.5 

35.2

25.4

August.

2

M

3 

o bo (3

o

0.89 

.85 

.84 

.80 

.78

.66 

.60 

.58 

.55 

.52

.50 

.50

.48 

.52

.48

.72 

.92 

.91 

.90 

.91

.90 

.90 

.90 

.88 

.91

.92 

.92 

.92 

.92 

.92 

.92

05

s s

.23

Q

33.5 

31.5 

31.0 

29.0

28.1

23.1

21.0 

20.4 

19.6 

18.8

18.2 

18.2 

17.7 

18.8 

17.7

25.4 

35.2 

34.6 

34.0 

34.6

34.0 

34.0 

34.0 

33.0 

34.6

35.2 

35.2 

35.2 

35.2 

35.2 

35.2

28.7

September.

2tuo 1<£

SP

o

0.92 

.92 

.92 

.92 

.92

.91

.89 

.88 

.92 

.69

.70 

.88 

.95 

.95 

.94

.91 

.91 

.91 

.92

.85

.95 

.88 

.88 

.92 

.90

.92

.88 

.84 

.88 

.88

......

o5%

f

s

35.2 

35.2 

35.2 

35.2 

35.2

34.6 

33.5 

33.0 

35.2 

24.2

24.5 

33.0 

37.0 

37.0 

36.4

S4.6 

34.6 

34.6 

35.2 

31.5

37.0 

33.0 

33.0 

35.2 

34.0 

35.2 

33.0 

31.0 

33.0 

33.0

33.7

1900

July.

1

1

<£

SP

o

1.35 

1.32 

1.22 

1.28 

1.25

1.08 

1.02 

1.00 

.95 

.92

.90 

.85 

.70 

.65 

.65 

.55

o5 

|

s

30.0 

28.8 

24.8 

27.2 

26.0

19.8 

17.7 

17.0 

15.2 

14.2

13.5 

12.0 

8.0 

7.0 

7.0 

5.1

17.1

August.

i5

a

<u

SP

O

0.55 

.50 

.78 

.92 

.68

.62 

.30

i. 16

1.50 

1.20

.98 

1.08 

1.22

1.05

.98 

.85 

.80 

.78 

.75

.72 

.70 

.68 

.62 

.60

.60 

.60 

.60 

.60 

.58 

.55

6 

tf<3 J~ 

0

5

5.1 

4.2 

10.0 

14.2

7.6

6.4 

1.4 

11.0 

50.5 

36.0

£4.0

16.3 

19.8 

24.8

18.8 

16.3 

12.0 

10.5 

10.0 

9.2

8.5 

8.0 

7.6 

li.4 

6.0

e.o

6.0 

6.0 

6.0 

5.6 

5.1

11.3

September.

i

i

o>If

o

0.52 

.50 

.45 

.40 

.55

.48 

.40 

.40 

.40

"."So"

&

% A 

%

s

4.6 

4.2 

3.4 

2.6 

5.1

3.9

2.6 

2.6 

2.6 

2.5

2.4 

2.2 

2.0

3.13

o Estimated from Black Point records.
NOME BIVBB DBAINAGE BASIN. 113

MIOCENE DITCH ABOVE HOBSON CREEK.

This station was established in the spring of 1907, and readings on 

the gage have been continued since that time. The records show 

the amount of water delivered by the Nome River ditch at the Hobson dam, and are used in connection with the records below the dam 

to obtain the discharge of Hobson Creek.

The grade of the ditch is high, the current swift, and the channel 

rough, but fairly good results have been obtained. The maximum 

amount of water delivered was 43.3 second-feet in 1910. There was 

no water at all in the ditch during the latter part of the dry period 

of 1908.

Discharge measurements of Miocene ditch above Hobson Creek, 1907-1910.

Date.

1907. 

July9.. ......................

July 19. ......................

Aug. 29... ....................

Sept.17...... .................

Sept. 28.......................

1908. 

July 10. ......................

Aug. 12.. .....................

Gage

height.

Feet. 

0.88

1.25

.98

1.38

1.36

1.30

.28

1.38

Discharge.

Sec.-ft. 

17.6

25.7

18.8

35.4

31.7

31.8

3.37

31.2

Date.

1908.

1909.

July 15. ......................

Sept. 13.......................

1910.

height.

Feet. 

1.40

1.15

34

.09

1.74

1.60

Discharge.

See../*. 

33.6

23.8

3.60

78

36.2

33.5

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch above Hobson

Creek for 1907-1910.

(Observer, C. D. McDermltt]

Day.

1907.

1 .

2

3. .

4. .

5. .

6. ..

7. .,

8. ..

9. ,

10. .

11. .

12. .

13. .

14. .

15. .

July.

i&

0.80

.90

.90

.90

.93

.77

.89

.90

.89

.85

.89

.89

1.22

A

Ji "1

«

14.7

17.3

17.3

17.3

18.1

13.9

17-0

17.3

17.0

16.0

17.0

17.0

27.7

August.

|

&

1.37

1.31

1.30

1.20

1.18

1.04

.97

.95

.99

.90

.88

.86

.84

.92

.80

<DSo

Jf

a

3

33.1

31.0

30.6

27.0

26.3

21.5

19.3

18.7

19.9

17.3

16.8

16.3

15.7

17.9

14.7

September.

1

a

as 

o

1.38

1.38

1.38

1.38

1.38

1.38

1.35

1.31

1.39

1.42

"i.'si"

1.40

1.40

1.37

A

Jf

e

.9 

P

33.5

33.5

33.5

33.5

33.5

33.5

32.4

31.0

33.8

34.9

.0

32.0

34.2

34.2

33.1

Day.

1907

16.

17.

18.

19.

20. .

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Mean.

July.

1o

a

<D

O

1.17

.1.21

1.20

1.20

1.16

1.21

1.21

1.23

1.24

1.22

1.22

1.33

1.33

1.28

1.27

1.38

......

a

§

S

S

25.9

27.4

27.0

27.0

25.6

27.4

27.4

28.1

28.4

27.7

27.7

31.7

31.7

29.9

29.5

33.5

23.6

August.

I

,3

a

o

1.02

1.39

1.38

1.38

1.38

1.38

1.38

1.37

1.29

1.30

1.38

1.38

1.38

1.38

1.38

1.38

......

f?

1

1

1

20.8

33.8

33.5

33.5

33.5

33.5

33.5

33.1

30.2

30.6

33.5

33.5

33.5

33.5

33.5

33.5

27.4

September.

i

j§

1.36

1.36

1.37

1.38

1.35

1.39

1.39

1.29

1.39

1.39

1.39

1.35

1.27

1.30

1.35

......

a

if

Q

S3

Q

32.8

32.8

33.1

33.5

32.4

33.8

33.8

30.2

33.8

33.8

33.8

32.4

29.5

30.0

32.4

31.8

63851° WSP 314 13 8
114 SUKFACE WATEE SUPPLY OF SEWABD PENINSULA.

Daily gage Jieight, in feet, and discharge, in second-feet, of Miocene ditch above Hobson 

Creel for 1907-1910 Continued.

Day.

1908. 

1....................

2....................

3....................

4....................

e

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....................

Mean..... ......

1909. 

1....................

2....................

3........ ...........

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22.................:..

23....................

24....................

25....................

26....................

27....................

28....................

29.................... in

31....................

June.

Gage 

height.

0.80

.81 

.80 

.90 

1.02 

1.04

0.75 

.82 

1.05

1.15 

1.15 

1.15 

1.10 

1.09

Discharge.

15.4

15.7 

15.4 

18.2 

21.6 

22.1

18.1

12.7 

14.6 

21.0

23.9 

23.9 

23.9 

22.4 

22.1

20.6

July.

Gage 

height.

0.94 

.81 

.65 

.56 

.56

.50 

.44 

.35 

.38 

.32

.32 

.54

.45 

.32 

.28

.24 

.16 

.16 

.10 

.12

.12

.61 

1.24

1.26 

1.24 

1.24 

1.21 

1.20

1.32 

1.32 

1.34 

1.34 

1.35

1.35 

1.35 

. 1.35 

* 1.25 

1.18 

1.21 

1.14 

1.05 

1.15 

1.07

.83

.80 

.84 

.76 

.70

.68 

.62 

.60 

.49 

.46 

.38

Discharge.

19.3 

15.7 

11.4 

9.3 

8.4

7.9 

6.6 

4.7 

5.3 

4.1

4.1 

8.8 

6.8 

4.1 

3.4

2.7 

1.4 

1.4 

.5

.8

.8 

.2 

.1 

.1 

.1

.0 

.0 

.0 

.0 

10.4 

28.0

5.4

27.2 

26.6 

26.6 

25.7 

25.4

29.0 

29.0 

29.6 

29.6 

29.9

29.9 

29.9 

29.9 

26.9 

24.8

25.7 

, 23.6 

21.0 

23.9 

21.6

14.8 

14.0 

15.1 

13.0 

11.4

10.9 

9.5 

9.0 

6.4 

5.8 

4.3

21.0

August.

£&

1.25 

1.10 

1.05 

1.15 

1.32

1.34 

1.32 

1.25 

1.14 

1.14

1.30 

1.36 

1.36 

1.36 

1.38

1.32 

1.31 

1.30 

1.40 

1.38

1.38 

1.38 

1.38 

1.35

1.35 

1.35 

1.35 

1.35 

1.32 

1.39

0.31 

.28 

.28 

.90 

.62

.48 

.20

.92 

1.48

1.17 

.92 

.92 

1.16 

.95

.88 

.68 

.60 

.60

.58

.55 

.54 

.50 

.42 

.40

.40 

.38 

.40 

.35 

.30 

.30

Discharge.

28.3 

23.8 

22.4 

25.3 

30.4

31.1 

30.4 

28.3 

25.0 

25.0

29.8 

31.7 

31.7 

31.7 

32.4

30.4 

30.1 

29.8 

33.0 

32.4

.0 

32.4 

32.4 

32.4 

31.4

31.4 

31.4 

31.4 

31.4 

30.4 

32.7

29.0

3.2

2.8 

2.8 

16.8 

9.5

6.2 

1.8 

.0

17.4 

33.8

24.5 

17.4 

17.4 

24.2 

18.2

16.2 

10.9 

9.0 

9.0

8.5

7.8 

7.6 

6.6 

5.0 

4.6

4.6 

4.3 

4.6 

3.8 

3.0 

3.0

9.84

September.

Gage 

height.

1.39 

1.40 

1.40 

1.40 

1.34

1.26 

1.26 

1.28 

1.22 

1.20

1.08 

1.02 

1.10 

.95 

1.12

1.25 

1.18 

1.05 

1.02 

.98

.90 

.90 

.80

0.25 

.25 

.20 

.20 

.30

.09

Discharge.

32.7 

33.0 

33.0 

33.0 

31.0

28.6

28.6 

29.2 

27.4 

26.8

23.2 

21.6 

23.8 

19.6 

24.4

28.3 

26.2 

22.4 

21.6 

20.4

18.2 

18.2 

15.4

25.5

2.4

2.4 

1.8 

1.8 

3.0

2.0 

1.8 

1.8 

1.5

1.8

1.5 

1.2

.8 

.8 

.8

.8

.8 

.8 

.8

1.51
NOME BIVEE DKAINAGE BASIN. 115

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch above Hobson 

Creek for 1907-1910 Continued.

Day.

1910. 

1..........

2..........

3..........

4..........

5..........

6..........

7. ......... 

8.......... 

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

July.

Gage height.

......

0.95

Discharge.

14.2

August.

Gage height.

1.40 

1.40 

1.45 

1.60 

1.60

1.55

1.50 

1.55 

1.58 

1.60

1.68 

 1.65 

1.75 

1.75 

1.75

1.75

Discharge.

26.6 

26.6 

28.1 

32.7 

32.7

31.2 

29.6 

31.2 

32.1 

32.7

35.3 

34.3 

37.6 

37.6 

37-6

37.6

September.

Gage height.

1.92

1.S2 

1.88 

1.88 

1.90

1.00

'i.'io'

1.10

1.52 

1.35 

1.35 

1.45 

1.75

1.75

!i

.§o

43.3 

43.3 

41.9 

41.9 

42.6

15.5 

.0 

.0 

18.2 

18.2

30.2 

25.2 

25.2 

28.1 

37.6

37.6

Day.

1910.

18..........

19

20..........

21..........

22..........

23.......... 

24.......... 

25..........

26..........

27..........

28.......... 

29..........

on

31.......... 

Mean.

July.

height. Gage 

0.92 

1.00 

1.10 

1.20

1.18 

1.20 

1.18 

1.18 

1.12

1.18 

1.08 

1.00 

1.00 

1.10 

1.30

Discharge.

13.5

15.5 

18.2 

20.9

20.4 

20.9 

20.4 

20.4 

18.7

20.4 

17.7 

15.5 

15.5 

18.2 

23.7

18.4

August.

height. Gage 

1.85 

1.85 

1.85 

1.85

1.85 

1.85 

1.85 

1.85 

1.85

1.82 

1.85 

1.85 

1.85 

1.85 

1.90

Discharge.

40.9 

40.9 

40.9 

40.9

40.9 

40.9 

40.9 

40.9 

40.9

39.9 

40.9 

40.9 

40.9 

40.9 

42.6

36.7

September.

height. Gage 

1.74 

1.75 

1.76 

1.77

1.75 

1.65 

1.65 

1.12 

1.08

1.28 

1.50 

1.48 

1.56 

1.61

Discharge.

37.2 

37.6 

37.9 

38.2

37.6 

34.3 

34.3 

18.7 

17.7

23.1 

29.6 

29.0 

31.5 

33.0

29.6

NOTE. The mean discharge for the period Oct. 1 to 3, 1910, was 33.8 second-feet. 

MIOCENE DITCH BELOW HOBSON CREEK.

Kecords at this station were begun in the spring of 1907 and are 

complete to 1910. The discharge includes that of the Nome River 

ditch and of Hobson Creek. In dry years like 1909 more than half 

the total amount of water comes from the latter source. In the fall 

slush ice does not affect the flow at this point as soon as at the other 

stations on the ditch, because the warm water from Hobson Creek 

keeps the temperature above freezing point. The maximum diversion was 59.9 second-feet in 1910; the minimum flow for one week, 

all of which was furnished by Hobson Creek, occurred July 23 to 29, 

1908, and was 6.2 second-feet.

Discharge measurements of Miocene ditch below Hobson Creek, 1907 to 1910.

Date.

1907. 

July2. ........... ............

July 9........................

July 19. ......................

July 24... ....................

Sept. 27. .....................

1908.

July 10. ......................

Aug. 12.... ...................

Aug. 12... ....................

height.

Feet. 

1 60

2.08

2.30

2.38

2.38

.64

1.14

1.08

2.14

2.30

Discharge.

Sec.-ft. 

24.8

39.1

46.8

49.4

51.8

3.70

11.3

9.24

40.4

45.0

Date.

1909. 

July 15.. .....................

July 15.......................

A Hff 1

Sept. 13. .....................

1910. 

Sept. 17. .....................

Gage

height.

Feet. 

2.12

2.11

1.22

.93

2

*70

2.57

Discharge.

Sec. -ft. 

39.0

38.3

13.2

6.95

61.0

51.2
116 SURFACE WATER SUPPLY OF SEWABD PEH1NSULA.

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch below Hobion

Creel for 1907-1910.

[Observer, C. D. McDermitt.]

Day.

1907. 

1. .........

2. .........

4.......... 

5..........

6..........

7..........

8..........

9..........

10.......... 

11..........

12..........

13..........

14.......... 

15..........

My.

-w

£ 

o

1.63 

1.60 

1.74 

2.10 

2.10

2.05 

2.03 

2.09 

2.14 

2.10

2.10 

2.10 

2.10 

2.10 

2.30

§0

s

25.5 

24.9 

28.3 

40.0 

40.0

38.4 

37.7 

39.7 

41.5 

40.0

40.0 

40.0 

40.0 

40.0 

47.4

August.

Ji

<D

9

o

2.46 

2.36 

2.36 

2.27 

2.25

2.11 

2.06 

1.98 

2.04 

1.95

1.89 

1.89 

1.86 

1.93 

1.83

OJ

s

53.5 

49.7 

49.7 

46.3 

45.5

40.4 

38.7 

36.0 

38.0 

35.5

33.0 

33.0 

32.1 

34.3 

31.0

September.

 « 

a 

o

2.40 

2.39 

2.39 

2.40 

2.39

2.38 

2.34 

2.34 

2.38 

2.45

2.33 

2.40 

2.37 

2.30

0

s

51.2 

50.8 

50.8 

51.2 

50.8

50.4 

48.9 

48.9 

50.4 

53.1

0 

48.5 

51.2 

50.1 

47.4

Day.

1907. 

16..........

17.......... 

18..........

19.......... 

20..........

21..........

22..........

23..........

24..........

25.......... 

26..........

27..........

28..........

29.......... <?n

31..........

Mean.

July.

.« 

a

2.29 

2.31 

2.32 

2.31 

2.30

2.30 

2.33 

2.38 

2.38 

2.34

2.38 

2.46 

2.45 

2.37 

2.38 

2.49

ft

47.0 

47.8 

48.2 

47.8 

47.4

47.4 

48.5 

50.4 

50.4 

48.9

50.4 

53.5 

53.1 

50.1 

50.4 

54.7

43.8

August.

1

1 

O

2.03 

2.33 

2.32 

2.31 

2.31

2.34 

2.32 

2.30 

2.29 

2.34

2.39 

2.39 

2.39 

2.40 

2.40 

2.40

......

<D 

1

S

37.7 

48.5

48.2 

47.8 

47.8

48.9 

48.2 

47.4 

47.0 

48.9

50.8 

58.8 

50.8 

51.2 

51.2 

51.2

45.3

September.

1 I

O

2.30 

2.30 

2.31 

2.31 

2.34

2.33 

2.32 

2.33 

2.38 

2.35

2.37 

2.37 

2.33 

2.35 

2.37

i

47.4 

47.4

47.8 

47.8 

48.9

48.5 

48.2 

48.5 

50.4 

49.3

50.1 

50.1 

48.5 

49.3 

50.1

47.9

Day.

1908. 

1....................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

31....................

Mean. . ........

June.

Gage 

height.

0.82 

1.00

1.10 

1.10 

1.10 

1.10 

1.20

1.80 

1.80 

1.90 

2.02 

2.08

..........

Discharge.

5.7 

8.3

10.0 

10.0 

10.0 

10.0 

12.0

28.0 

28.0 

31.5 

35.7 

37.8

18.9

July.

Gage 

height.

1.96 

1.76 

1.60 

1.46 

1.42

1.40 

1.34 

1.30 

1.28 

1.20

1.18 

1.36 

1.27 

1.17 

1.13

1.09 

1.04 

1.04 

.99 

.94

.96 

.90 

.88 

.89 

.89

.86 

.84 

.82 

.82 

1.34 

1.98

Discharge.

33.6 

26.8 

. 22.0 

17.8 

16.6

16. 8 

14.4 

13.4 

12.9 

12.0

11.6 

15.0 

13.7 

11.4 

10.6

9.8 

9.0 

9.0

8.2 

7.4

7.7 

6.8 

6.5 

6.7 

6.7

6.2 

6.0 

5.7 

5.7 

14.4 

34.3

12.8

August.

Gage 

height.

2.00 

1.80 

1.75 

1.80 

2.12

2.15 

2.16 

2.05 

1.94

1.85

2.10 

- 2.18 

2.20 

2.24 

2.25

2.22 

2.20 

2.20 

2.30 

2.29

1.20 

2.28 

2.30 

2.30 

2.30

2.30 

2.30 

2.30 

2.20 

2.28 

2.31

..........

Discharge.

35.0 

28.0 

26.5 

28.0 

39.2

40.2 

40.6 

36.8 

32.9

29.8

38.5 

41.3 

42.0 

43.4 

43.8

42.7 

42.0 

42.0 

45.5 

45.2

12.0 

44.8 

45.5 

45.5 

45.5

45,5 

45.5 

45.5 

42.0

44.8 

45.8

39.5

September.

Gage 

height.

2.30 

2.30 

2.30 

2.30 

2.25

2.18 

2.19 

2.18 

2.12 

2.08

L98 

1.88 

1.97 

L84 

1.98

2.08 

1.98 

L85 

L82 

1.79

1.68 

1.70 

L30

..........

Discharge.

45.5 

45.5 

45.5 

45.5 

43.8

41.3 

41.6 

41.3 

39.2 

37.8

34.3 

30.8 

34.0 

29.4 

34.3

37.8 

34.3 

29.8 

28.7 

27.7

24.4 

25.0 

13.4

35.3

NOTE. The mean discharge for the period June 28-30,1907, was 25.8 second-feet.
NOME BIVBB DRAINAGE BASIN. 117

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch below Hobson 

Creek for 1907-1910 Continued.

Day.

1909. 

1. ...................

2....................

3....................

4....................

5....................

6....................

7. ...................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

31....................

Day.

1910. 

1..........

2..........

3..........

4..........

5..........

6.......... 

7. ......... 

8.......... 

9..........

10..........

11..........

12..........

13..........

14..........

15...'.......

June.

Gage 

height.

1.05 

1.10 

1.40

1.45 

1.40 

L75 

1.80 

2.00

2.10 

2.11 

2.10 

2.00 

2.11

July.

1a

1.00 

1.10 

1.10 

1.50 

1.70

1.70 

1.90 

1.90 

2.00 

1.80

1.80 

2.10 

1.85 

1.85 

1.90

<DM

s

6.6 

8.1 

8.1 

17.5 

23.1

23.1 

29.1 

29.1 

32.2 

26.0

26.0 

35.6 

27.6 

27.6 

29.1

Discharge.

9.i

10.0 

17.4

18.8 

17.4 

27.6 

29.2 

35.6

39.0 

39.3 

39.0 

35.6 

39.3

27.5

August.

I

1 0

2.50 

2.35 

2.52 

2.55 

2.50

2.45 

2.50 

2.55 

2.58 

2.60

2.62 

2.62 

2.62 

2.65 

2.70

a

*

1

ft

49.6 

44.2 

50.3 

51.4 

49.6

47.8 

49.6 

51.1 

52.5 

53.2

53.9 

53.9 

53.9 

55.0 

36.9

July.

Gage 

height.

2.15 

2.14 

2.22 

2.24 

2.22

2.31 

2.30 

2.30 

2.30 

2.30

2.30 

2.30 

2.30 

2.20 

2.15

2.15 

2.09 

1.92 

2.05 

1.95

1.84 

1.75 

1.72 

1.68 

L67

1.55 

1.52 

1.48 

1.40 

1.35 

1.28

September.

I

O

2.75 

2.74 

2.76 

2.78

"i.'io"

2.40

2.40 

2.40 

2.50 

2.55 

2.76

<BSo

I

58.8 

58.8 

58.4 

59.1 

59.9

30.0 

.0 

.0 

8.1 

46.0

46.0 

46.0 

49.6 

51.4 

56.9

Discharge.

40.7 

40.4 

43.1 

43.8 

43.1

46.4 

46.0 

46.0 

46.0 

46.0

46.0 

46.0 

46.0 

42.4 

40.7

40.7 

38.7 

33.0 

37.3 

34.0

30.5 

27.6 

26.6 

25.4 

25.1

2L6 

20.8 

19.6 

17.4 

16.0 

14.2

35.2

August

Gage 

height.

L22 

L18 

1.15 

L60 

1.32

1.28 

1.10 

1.00 

1.68 

2.19

1.94 

L62 

1.62 

L87 

1.65

1.58 

1.42 

1.40 

1.40 

L35

1.30 

1.30 

1.28 

1.21 

1.20

1.20 

1.19 

1.20

1.18 

1.15 

1.10

Day.

1910. 

16..........

17.......:.. is

1Q

20..........

21.......... 

22.......... 

23..........

25..........

26..........

27..........

9a

29..........

30..........

31..........

Mean.

Discharge.

12.7 

11.8 

11.1 

23.0 

15.2

14.2 

10.0 

8.2 

25.4 

42.1

33.7 

23.6 

23.6 

31.4 

24.5

22.4 

18.0 

17.4 

17.4 

16.0

14.7 

14.7 

14.2 

12.4 

12.2

12.2 

12.0 

12.2 

11.8 

11.1 

10.0

17.4

July.

1 

0

1.95 

2.05 

1.95 

1.90 

1.80

1.98 

2.06 

2.08 

2.10 

2.10

L75 

2.00 

2.30 

2.30

......

9 

1

1

ft

30.6 

33.9 

30.6 

29.1 

26.0

31.6 

34.2 

34.9 

35.6 

35.6

39.0 

34.3 

24.6 

32.2 

42.5 

42.5

28.6

September.

Gage 

height.

1.10 

1.06 

1.02 

1.00 

1.08

LOO 

LOO 

1.00 

.99 

.98

.98 

.96 

.93 

.99 

.93

.94 

.98 

.92 

.91

August.

+* 

O

2.68 

2.62 

2.72 

2.75 

2.75

2.75 

2.74 

2.74 

2.75 

2.74

2.75 

2.76 

2.75 

2.75 

2.78 

2.76

.....

i i

5

56.2 

53.9 

57.6 

58.8 

58.8

58.8 

58.4 

58.4 

58.8 

58.4

58.8 

59.1 

58.8 

58.8 

59.9 

59.1

. 65.0

Discharge.

10.0 

9.3

8.6 

8.2 

9.6

8.2 

8.2 

8.2 

8.0 

7.9

7.9 

7.6 

7.1 

8.0 

7.1

7.2 

7.9 

6.9

6.8

8.04

September.

I

O

2.70 

2.68 

2.72 

2.74 

2.74

2.60 

2.32 

1.60 

2.22 

2.29

2.30 

2.40 

2.55 

2.60 

2.60

......

I

s

56.9 

56.2 

57.6 

58.4 

58.4

53.2 

43.2 

20.2 

39.7 

42.2

42.5 

46.0 

51.4 

53.2 

53.2

45.4

NOTE. The mean discharge for the period June 29-30, 1910, was 5.6 second-feet; that for the period 

Oct 1-3,1910, was 52.6 second-feet
118 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

MIOCENE BITCH BELOW THE FLUME.

Gage heights were kept at this point for the Miocene Ditch Co. 

before any measurements were made, but those prior to 1906 were all 

lost in the San Francisco fire. Records are practically complete 

from 1906 to 1910. This is the lowest regular station on the ditch. 

It is located at the lower end of the flume, just below the Grouse 

Creek branch and 9.2 miles above the "X" where the ditch branches, 

one fork going to Dexter Creek and the other to Glacier Creek. 

The gage heights for 1906 and earlier years were kept a few feet above 

the lower end of the flume. Since then the gage has been located 

about 100 feet below, in the earth section of the ditch. The maximum discharge of 64 second-feet occurred in 1910, and the minimum 

flow for a week was 4.2 second-feet July 23 to 29, 1908.

Discharge measurements of Miocene ditch Mow the flume, 1906 to 1910.

Date.

1906. 

July 4..... ...................

July 27.... ...................

Aug.2..... ..................

Sept. 11... ...................

Sept. 25......................

Sept. 26... ...................

1907.

July 2........ ................

Julys........................

July 19.......................

July 23... ....................

Aug. 29... ....................

Sept. 28...... .................

Gage 

height.

0.95

1.08

.81

1.50

1.85

1.65

1.58

1.51

1.99

1.63

2.05

2.02

Discharge.

29.8

36.5

28.3

40 Q

58.2

48.3

36.1

32.2

50.1

V\ Q

32.6

50.8

50.0

Date.

1908. 

July 11. ......................

Aug. 11.......................

Aug. 31.......................

1909.

July 15......... ..............

July 31......... ..............

Aug. 10. ......................

Sept. 12......................

1910.

Sept.17. .....................

Gage 

height.

0.83

1.63

1.78

, 1.86

1.52

.70

1.40

.50

2.11

Di&- 

charge.

12.1

35.9

42.1

44.2

40.2

12.0

35.3

6.32

53.7
NOME EtVEB DBAltfAGE BASItf.

Daily gage height, infect, and discharge, in second-feet, of Miocene ditch below the flume

for 1906-1910.

[Observers, J. W. Warwick, 1906-1909; O. Carlson, 1910.]

Day.

1906. 

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..............

Mean ....

1906

July.

1

1 I

0.98 

.95 

.92 

1.00 

1.08

1.09 

1.12

(a) 

(a) 

(a)

.79 

1.10 

1.26 

1.29 

1.28

1.39 

1.35 

1.35 

1.28 

1.19

1.16 

1.11 

1.19 

1.09 

1.26

1.17 

1.07

.98 

.95 

.91 

.88

......

 f 

P

31.6 

30.8 

29.9 

32.1 

34.3

34.5 

35.3 

0 

0 

0

26.4 

34.8 

39.1 

39.9 

39.7

42.6 

41.6 

41.6 

39.7 

37.2

36.4 

35.1 

37.2 

34.5 

39.1

36.7 

34 

31.6

30.8 

29.7 

26. 9

31.8

August.

.g 

a 

O

0.82 

.81 

.84 

.89 

.90

.91 

.93 

.98 

.90

.88

1.01 

1.13 

1.23 

1.02 

.94

.92 

.91 

.87 

.86 

1.10

1.29 

1.28 

1.32 

1.40 

1.44

1.55 

1.34 

1.46 

1.51 

1.56 

1.50

......

1 

P

27.2 

27 

27.8 

29.1 

29.4

29.7 

30.2 

31.6 

29.4 

28.9

32.4 

35.6 

38.3 

32.6 

30.5

29.9 

29.7 

28.6 

28.3 

34.8

39.9 

39.7 

40.7 

42.9 

44

47 

41.3 

44.5 

45.9 

47.3 

45.6

35.2

September.

i

S

COSP 

o

1.71 

1.71 

1.70 

1.70 

1.70

1.69 

1.66 

1.68 

1.63 

1.54

1.49 

1.46 

1.45 

1.41 

1.40

1.34 

1.31

1.47 

1.48 

1.52

1.58 

1.65 

1.61 

1.60 

1.71

1.63 

1.75 

1.76 

1.79 

1.80

......

 s

.2 

P

5i.5 

51.5 

51.2 

51.2 

51.2

50.9 

50.1 

50.6 

49.2 

46.7

45.3 

44.5 

44.2 

43.2 

42.9

41.3 

40.5 

44.8 

45.1 

46.2

47.8 

49.8 

48.7 

48.4 

51.5

49.2 

52.6 

52.9 

53.7 

54

48.4

1907

July.

1

3 

o

1.56 

1.56 

1.56 

1.74 

1.75

1.75 

1.70 

1.77 

1.80 

1.86

1.77 

1.80 

1.85 

1.85 

1.92

1.80 

1.95 

1.95 

1.95 

1.95

2.00 

2.00 

2.02 

1.99 

2.01

2.05 

2.08 

2.06 

2.04 

2.00 

2.03

......

1 

P

33.5 

33.5 

33.5 

39.6 

40.0

40.0 

38.0 

40.8 

42.0 

44.4

41.0 

42.0 

44.0 

44.0 

46.8

42.0 

48.0 

48.0 

48.0 

48.0

50.0 

50.0 

50.8 

49.6 

50.4

52.0 

53.2 

52.4 

51.6 

50.0 

51.2

45.1

August.

11 a>8f 

o

2.05 

2.00 

1.92 

1.86 

1.82

1.78 

1.70 

1.68 

1.69 

1.63

1.58 

1.56 

1.54 

1.58 

1.50

1.71 

1.96 

1.95 

1.92 

1.94

1.95 

1.93 

1.92 

1.92 

1.95

2.00 

2.04 

2.01 

2.04 

2.06 

2.03

......

1

p

52.0 

50.0 

46.8 

44.4 

42.8

41.2 

38.0 

37.3 

37.7 

35.6

34.0 

33.5 

32.9 

34.0 

31.8

38.4 

48.4 

48.0 

46.8 

47.6

48.0 

47.2 

46.8 

46.8 

48.0

50.0 

51.6 

50.4 

51.6 

52.4 

51.2

44.0

September.

1 

1

1

o

2.02 

2.00 

2.00 

2.00 

2.00

2.00 

1.99 

1.98 

2.04 

2.10

(a) 

1.98 

2.02 

2.12 

2.10

2.10 

2.10 

2.11 

2.12 

2.10

2.13 

2.08 

2.04 

2.09 

2.09

2.08 

2.08 

2.03 

2.03 

2.04

......

P

50.8 

50.0 

50.0 

50.0 

50.0

50.0 

49.6 

49.2 

51.6 

54.0

0 

49.2 

50.8 

54.8 

54.0

54.0 

54.0

54.4 

54.8 

54.0

55.2 

53.2 

51.6 

53.6 

53.6

53.2 

53.2 

51.2 

51.2 

51.6

50.4

o Ditch broken by heavy rains. 

NOTE. The mean discharge for the period June 28 to 30,1907, was about 28 second-feet.
120 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch below the flume, 

for 1906-1910 Continued.

Day.

1908. 

1...... ..............

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

31....................

Mean ....

1909. 

1.. ..................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

31....................

June.

Gage 

height.

^

0.70 

.74

.89 

.91 

.81 

.88 

1.07

1.29 

1.44 

1.49 

1.52 

1.59

0.49 

.86

.99 

.99 

1.18 

1.29 

1.40

1.50 

1.54 

1.57 

1.57 

1.47

Discharge.

8.6 

9.6

13.7 

14.3 

13.2 

13.4 

18.9

25.6 

30.3 

31.9 

32.8 

35.1

20.6

6.2 

16.9

21.1 

21.1 

27.5 

31.4 

35.4

39.0 

40.5 

41.7 

41.7 

37.9

30.0

July.

height.

1.54 

1.35 

1.20 

1.08

1.04

1.01 

.92 

.90 

.83

.81

.82 

.94 

. .88 

.76 

.72

.67 

.65 

.64 

.61

.58

.59 

.54 

.50 

.50 

.51

.49 

.48 

.48 

.48 

.95 

1.51

1.62 

1.60 

1.63 

1.64 

1.61

1.68 

1.66 

1.65 

1.65 

1.65

1.65 

1.63 

1.59 

1.54 

1.46

1.48 

1.42 

1.37 

1.37 

1.30

1.21 

1.14 

1.11 

1.03 

.98

.96 

.93 

.91

.82 

.74 

.70

Discharge.

33.5 

27.4

22.8 

19.2 

18.1

17.2 

14.6 

14.0 

12.0 

11.5

11.8 

15.2 

13.4 

10.2 

9.1

7.9 

7.5 

7.3 

6.6 

6.0

6.2 

5.2 

4.4 

4.4 

4.6

4.2 

4.0 

4.0 

4.0 

15.4 

32.5

12.1

43.6

42.8 

43.9 

44.3 

43.2

45.8 

45.1 

44.7 

44.7

44.7

44.7 

43.9 

42.4 

40.5 

37.6

38.3 

36.1 

34.3 

34.3 

31.8

28.6 

26.2 

25.1 

22.4 

20.8

20.1 

19.2 

18.5 

15.6 

13.1 

11.9

33.8

August.

Gage 

height.

1.49 

1.34 

1.29 

1.42 

1.66

1.66 

1.63 

1.57 

1.48 

1.40

1.54 

1.54 

1.74 

1.75 

1.76

1.73 

1.70 

1.69

1.77 

1.76

.94 

1.76 

1.79 

1.84 

1.84

1.83 

1.81 

1.80 

1.78 

1.79 

1.86

0.66 

.62 

.68 

.98 

.81

.72 

.62 

.50 

1.01 

1.42

1.28 

1.03 

1.02 

1.15 

1.04

.97 

.89 

.84 

.82 

.79

.77 

.75 

.73 

.69 

.69

.67 

.66 

.69 

.67 

.62 

.61

Discharge.

31.9 

27.1 

25.6 

29.6 

37.4

37.4 

36.4 

34.4 

31.6 

29.0

33.5 

33.5 

40.2 

40.5 

40.8

39.8

38.8 

38.5 

41.2 

40.8

15.2 

40.8 

41.9 

43.6 

43.6

43.2 

42.5 

42.2 

41.5 

41.9 

44.2

37.0

10.7 

9.5 

11.3 

20. 8 

15.3

12.5 

9.5 

6.4 

21.7 

36.1

31.1 

22.4

22.1 

26.5 

22.8

20.4 

17.9 

16.3 

15.6 

14.7

14.1 

13.4 

12.8 

11.6 

11.6

11.0 

10.7 

11.6 

11.0

9.5 

9.2

15.8

September.

Gage 

height.

1.83"

1.84 

1.84 

1.81 

1.78

1.72 

1.68 

1.69 

1.66 

1.59

1.51 

1.45 

1.52 

1.50 

1.52

1.60 

1.52 

1.46 

1.42 

1.36

1.32 

1.27 

.59

0.60 

.60

.55

.51

.50

.68

.53

Discharge.

43.2 

43.6 

43.6 

42.5 

41.5

39.5 

38.1 

38.5 

37.4 

35.1

32.5 

30.6 

32.8 

32.2 

32.8

35.4 

32.8 

30.9 

29.6 

27.8

26.5 

25.0 

6.2

33.8

8.9 

8.9 

8.3 

8.0 

9.2

7.8

7.8 

7.7 

7.6 

7.1

6.6 

6.4 

6.2 

7.6 

6.2

9.0 

11.3

7.5 

7.2

7.86
NOME BIVEB DRAINAGE BASIN. 121

Daily gage height, in feet, and discharge, in second-feet, of Miocene ditch below (he flume, 

for 1906-1910 Continued.

Day.

1910. 

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8.......... 

9..........

10..........

11..........

12..........

13..........

14..........

15..........

July.

1 2

0.68 

.80 

.85 

.92 

1.04

1.15 

1.32 

1.35 

1.25 

1.22

1.38 

1.40 

1.36 

1.37 

1.45

1 

3

8.2 

11.2 

12.6 

14.5 

18.0

21.2 

26.4 

27.4 

24.2 

23.3

28.4 

29.0 

27.7 

28.0 

30.6

August.

1

3 

1o

2.13 

1.96 

2.06 

2.15 

2.10

2.09 

2.08 

2.10 

2.10 

2.12

2.12 

2.18

2.20 

2.20 

2.20

f

54.2

47.8 

51.6 

55.0 

53.1

52.7 

52.3 

53.1 

53.1 

53.9

53.9 

56.2 

57.0 

57.0 

57.0

September.

I 

i

O

2.35 

2.36 

2.38 

2.38 

2.38

L98

1.90 

1.90 

1.92 

1.92 

2.15

I

62.8 

63.2 

64.0 

64.0 

64.0

0 

0

0 

23.9 

48.6

45.6 

45.6 

46.3 

46.3 

55.0

Day.

1910. 

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31.......... 

Mean.

July.

i i

i

o

1.42 

1.54 

1.54 

1.55 

1.75

1.62 

1.72 

1.71 

1.70 

1.70

1.70 

1.70 

1.70 

1.58 

1.99 

1.96

......

I

29.7 

33.6 

33.6 

34.0 

40.6

36.3 

39.6 

39.2 

38.9 

38.9

38.9 

38.9 

38.9 

34.9 

48.9 

47.8

30.4

August.

f

i

o

2.21 

2.16 

2.35 

2.35 

2.37

2.38 

2.38 

2.36 

2.35 

2.33

2.35 

2.35 

2.32 

2.30 

2.30 

2.31

......

5

57.4 

55.4 

62.8 

62.8 

63.6

64.0 

64.0 

63.2 

62.8 

62.1

62.8 

62.8 

61.7 

60.9 

60.9 

61.3

57.9

September.

a

i

o

2.15

H

a 

a 

a 

a 

a

8(a 

(a 

(a

'1

5

55.0 

53 

53 

53 

53

53 

53 

53 

53 

53

53 

53 

53 

53 

53

47.6

a According to the observer, the gage height for the interval Sept. 17-30,1910, averaged 2.10. 

NOTE. The discharge for June 30,1910, was 10.7 second-feet.

DAVID CREEK DITCH OPPOSITE BLACK POINT.

This station was maintained for a part of August, 1906, and 

whenever water was diverted during the seasons of 1907 to 1909. 

It was first located just above the point where the water is dropped 

into a small gully, through which it reaches Nome River. In 1907 

it was moved up to the railroad crossing, its present location. 

The capacity of the ditch was about 14 second-feet in 1906 and was 

increased to 20 second-feet in the spring of 1907. The maximum 

diversion was 16.5 second-feet in 1907. The discharge was less than 

1 second-foot at one time in 1908, but the exact minimum was not 

determined.

Discharge measurements of David Creek ditch opposite Black Point, 1906 to 1909.

Date.

1906. 

JulyS........................

July 29... .....................

Aug. 23.... ...................

Do.......................

Do.......................

Do.......................

Do.......................

Do.......................

Do.......................

1907.

July 17. ......................

*

Feet.

0.51

.41

.49

.63

.78

.81

.68

.50

Discharge.

Sec.-ft. 

3.50

6.42

4.40

7.88

5.38

7.60

10.1

13.7

13.7

11.4

8.93

Date.

1907. 

July 25.. ......................

Do.......................

1908.

July9.. ......................

Aug. 13.... ...................

1909.

July 16. ......................

A I-! jy O

Gage 

height.

Feet. 

0.79

.83

.69

.37

.90

.65

.28

.49

Discharge.

8ec.-ft. 

13.0

13.7

11.6

3.08

14.3

7.69

2.95

6.48
122 SUBFACE WATER SUPPLY OF SEWABD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of David Creek ditch for 1906-1909.

[Observer, F. F. MUler.J

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....................

August, 1906.

height.

0.35 

.35

.35 

.42 

.38 

.37 

.37

.38 

.40 

.38 

.35 

.34

.33 

.39 

.31

.29 

.40

.38 

.50

.52 

.48 

.54

.77 

.34 

.40 

.41 

.78 

.80

Discharge.

4.4 

4.4

4.4 

5.8 

5.0 

4.8 

4.8

5.0 

5.4 

5.0 

4.4 

4.3

4.1 

5.2 

3.7 

3.3

5.4

5.0 

7.5 

7.9 

7.1 

8.3

13.2 

4.3 

5.4 

5.6 

13.4 

13.8

6.1

1907

July.

height.

0.50 

.52 

.50 

.60

.60 

.60 

.80 

.80 

.80

.80 

.70 

.65 

.75 

.75 

.75

Discharge.

8.9 

9.1 

8.9 

10.2

10.2 

10.2 

13.2 

13.2 

13.2

13.2 

11.6 

10.9 

12.4 

12.4 

12.4

11.3

August.

height.

0.75 

.70 

.80 

.69 

.67

.62 

.60 

.56 

.56 

.52

.52 

.52 

.52 

.50 

.50

.80 

.82 

.80 

.90 

.90

.95 

.95 

.72 

.70 

.72

.72

.75 

.75 

.75 

.75 

.75

Discharge.

12.4 

11.6 

13.2 

11.5 

11.2

10.5 

10.2 

9.6 

9.6 

9.1

9.1 

9.1 

9.1 

8.9 

8.9

13.2 

13.5 

13.2 

14.9 

14.9

15.8 

15.8 

11.9 

11.6 

11.9

11.9 

12.4 

12.4 

12.4 

12.4 

12.4

11.8

September.

Gage 

height.

0.70 

.65 

.80 

.80 

.72

.70 

.68 

.60 

.60 

.50

.55

.90 

.99

.85

.85 

.73 

.68

.58

.57 

.54 

.50 

.50 

.45

Discharge.

11.6 

10.9 

13.2 

13.2 

11.9

11.6 

11.3 

10.2 

10.2

8.9

9.5 

0 

0 

0 

0

0 

0 

14.9 

16.5 

14.0

14.0 

12.1 

11.3 

10.6 

9.9

9.8 

9.4 

8.9 

8.9 

8.3

9.0

NOTE. These discharges are believed to represent the total flow of the creek from Aug. 3 to 20,1906, 

and from about July 23 to Sept. 8, and Sept. 19 to 30,1907.

Day.

1908. 

1........... .........

2....................

3...... ..............

5....................

6....................

7...................

8..-.....--.....-...

9....................

10....................

11....................

12....................

13-.......--.. .....

14............. .......

15....................

16....................

17....................

18....................

19....................

20,.,.. -... ., ....,

June.

Gage 

height.

Discharge.

July.

height.

0.62 

.42 

.40 

.40 

.40

.40 

.40 

.40 

.37 

.39

.46 

.34 

.36 

.40 

.36

.36

.28 

.28

Discharge.

7.4 

3.8 

3.5 

3.5 

3.5

3.5 

3.5 

3.5 

3.1 

3.4

4.4 

2.7 

3.0 

3.5 

3.0

3.0 

2.5

2.0 

2.0 

1.8

August.

Gage 

height.

0.68 

.48

.68

.75 

.80

.90

.84 

.84

.80

Discharge.

8.6 

4.7 

.0 

.0 

.0

.0 

8.6 

9.2 

9.6 

10.2

11.5 

0 

14.3 

13.4 

12.6

12.6 

12.0 

11.5 

0 

0

September.

Gage 

height.

0.82

.82 

.82 

.82

.78 

.74 

.72 

.66 

.64

.66

.64 

.60

.60 

.60 

.60

.58

Discharge.

12.1 

12.1 

12.1 

12.1 

12.1

11.0 

10.0 

9.5

8.2 

7.8

8.0 

8.2 

8.0 

7.8 

7.0

' 7.0 

7.0 

7.0 

6.6 

6.0
NOME EIVEE DRAINAGE BASIN. 128

Daily gage height, in feet, and discharge, in second-feet, of David Creek ditch for 1906-1909 

Continued.

Day.

1908. 

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28. ...................

29....................

30....................

31....................

1909. 

1... .................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24. ...................

25....................

26. ...................

27....................

28...................

29. ...................

30. ...................

31....................

June.

Gage 

height.

0.20 

.40 

.70 

.70 

.60

0.32

.60 

.90

.60

Discharge.

1.2 

3.5 

9.0 

9.0 

7.0

5.9

3.5 

6.2

8.8 

16.2 

0 

0

8.8

6.2

July.

Gage 

height.

0.20

.70

0.60 

.60

.50 

.50

.90 

.90

.90 

.80

.85 

.80 

.60 

.55 

.50

.55 

.50 

.60 

.45 

.38

.38

.38

.36

.34

Discharge.

1.8 

1.6

1.4 

1.2 

1.2

1.0 

1.0

.8

.8 

9.0 

0

2.8

8.8 

8.8 

7.8 

6.7 

6.7

16.2 

16.2 

16.2 

16.2 

13.6

14.9 

13.6 

8.8 

7.8 

6.7

7.8 

6.7 

8.8 

5.8 

4.5

4.5 

4.5 

4.5 

4.4

4.4

4.3

4.2 

4.0 

4.0 

3.8 

3.5

8.0

August.

Gage 

height.

0.80

.80 

.82

.80

.80

.82

0.28 

.28 

.36

.29 

.52

.42

.52

.42

.34

Discharge.

11.5 

11.5

11.5 

12.1 

11.8

11.5 

11.5

11.5

11.5 

12.1 

0

8.2

3.3 

3.0 

3.0 

4.2 

3.9

3.6

3.3

3.1 

7.1 

6.2

5.2 

6.2 

7.1 

6.6 

6.1

5.6 

5.2 

5.0

4.8

4.5

4.2 

4.0 

3.8 

3.8

3.7

3.7 

3.6 

3.6 

3.5 

3.4 

3.4

4.4

September.

Gage 

height.

0.30

.26

.26

.23

.26

Discharge.

6.0 

5.0

8.7

3.3 

3.2 

3.2 

3.1 

3.0

2.9 

2.8 

2.7 

2.7 

2.7

2.7 

2.6 

2.5 

2.4 

2.6

2.7 

2.6 

2.5 

2.4

' 2.8

JETT CREEK DITCH.

The Jett Creek ditch was constructed during 1906 to divert the 

water of Jett and Copper creeks over the Nugget divide. The water 

was turned in from Copper Creek July 20 and from Jett Creek August 

18 of that year, and the ditches have been used during the greater 

part of each succeeding summer except in 1910, when there was an 

ample supply without this diversion. The water was occasionally 

turned out during wet periods of 1906-1909.

A few miscellaneous measurements were made in 1906. In July, 

1907, before the water was turned in, a gage was established which 

was read during 1907 and 1909. It was located just below the junction of the two branches and shows practically the exact amount of
124 SUBFACE WATER SUPPLY OP SEWABD PENINSULA.

water delivered from this source over the Nugget divide. The maximum diversion was 8.2 second-feet in 1907. The ditch can be made 

to hold somewhat more than this amount of water, but when water 

is available from the two creeks it is not needed on Nome Eiver. 

No water reached the outlet during the dry period of 1908.

Discharge measurements of Jett Creek ditch below siphon, 1906 to 1909.

Date.

1906.

Aug. 31.. .....................

Sept. 10. .....................

Sept. 14.. ....................

1907.

July 31. ......................

Do.......................

Gage 

height.

Feet.

1.59

1.38

Discharge.

Sec.-ft. 

4.63

7.31

9.22

7.19

5.30

3.90

8.12

5.29

Date.

1907. 

July 31..... ..................

Do.......................

1908.

July9.. ......................

1909. 

July 17.......... .............

height.

Feet. 

1.21

0.75

.86

1.00

.75

Discharge.

Sec.-ft. 

3.59

0

.60

2.72

.52

Daily gage height, in feet, and discharge, in second-feet, of Jett Creek ditch for 1907 and 1909.

[Observer, A. D. JettJ

Day.

1.. ............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25 ... .... .

26..............

27..............

28..............

29..............

30..............

31..............

1907

July.

£

1

1

O

1.15 

1.35 

1.32 

1.15

1.20 

1.15 

1.18 

1.19 

1.30

1.42 

1.22 

1.32 

1.38 

1.40

1.45 

1.45 

1.42 

1.45 

1.50 

1.59

£ 

1

O

3.0 

5.0 

4.6 

3.0

3.4 

3.0 

3.2 

3.3 

4.4

5.9 

3.6 

4.6 

5.4 

5.6

6.2 

6.2 

5.9 

6.2 

6.9 

8.1

4.9

August.

!

o

1.59 

1.50 

1.45 

1.40 

1.35

1.33 

1.33 

1.33

1.25 

1.25

1.25 

1.25 

1.30 

1.30 

1.30

1.55 

1.50 

1.60 

1.60 

1.55

1.50 

1.45 

1.45 

1.50 

1.50

1.45 

1.50 

1.55 

1.55 

1.50 

1.50

......

1

5

8.1 

6.9 

6.2 

5.6 

5.0

4.8 

4.8 

4.8 

3.9 

3.9

3.9 

3.9 

4.4 

4.4 

4.4

7.6 

6.9 

8.2 

8.2 

7.6

6.9 

6.2 

6.2 

6.9 

6.9

6.2

6.9 

7.6 

7.6 

6.9 

6.9

6.1

September.

1 

1

1.50 

1.50 

1.50 

1.45 

1.45

1.45 

1.45 

1.50 

1.60

"i.'eo"

1.60 

1.60

......

6 

fi

6.9 

6.9 

6.9 

6.2 

6.2

6.2 

6.2 

6.9 

8.2 

0

0 

8.2 

8.2 

8.2

6.1

1909

July.

1

3

1

O

......

:...::

1.00

0.95

.90

......

o

Sf 3

4 

4 

4

4 

4 

4 

4

8

7 

6 

5 

4 

3

3

2.7 

2.5 

2.3 

2.2

2.1 

2.0

1 Q

1.8 

1.6

1.5

1.3 

1.2

1.0

.8

.7

3.0

August.

+£

!

o

0.72

.82

"i."2o'

1.50

"."92" 

.95 

"."95"

......

......

1

3

& 

p

0.5

0.4 

.8

1.1 

1.0

1.0

1.3 

3.0

4.8 

8.2

7 

5 

3 

2.0 

2.1

2.2 

2.2 

2.2 

2.2 

2.1

2.0

1 0

1

C

L7 

1.6

1.5

1.4

1 ^

1.2

1.1

1.0

2.2

September.

i %

o

......

0.80

:.:.:.

......

Q

1.0 

1.0

1.0 

.9 

.9

.9 

.9 

.8

.7 

.7

.6 

.6 

.5 

.5 

.4

.4 

.4

.4 

.4

.7
NOME EIVEB DRAINAGE BASIN. 125

GRAND CENTRAL DITCH.

The Grand Central ditch was started in 1905 and more or less 

construction work has been carried on each succeeding year. The 

ditch crosses Nugget Creek a few hundred feet from its outlet and 

has diverted the waters of this stream during the greater part of the 

five seasons, 1906 to 1910. Miscellaneous measurements made of 

Nugget Creek in 1906, showing the amount diverted, are given on page 

173. A gage was established just below the creek crossing, July 9, 

1907, before the water was turned in, and was read during that season 

and in 1909. The discharge of the ditch was at times less than 1 secondfoot in both 1908, when no regular readings were made, and in 1909.

Discharge measurements of Grand Central ditch at intake, 1907 to 1909.

Date.

1907. 

July9. .......................

Do.......................

Do.......................

Do.......................

height.

Feet. 

1.39

1.28

1.18

1.47

Discharge.

Sec.-ft. 

5.35

3.68

1.27

6.64

Date.

1908. 

July9. .......................

1909.

July 17.. .....................

Gage 

height.

Feet. 

1.04

0.80

.73

Discharge.

8ec.-ft. 

.71

1.85

1.05

Daily gage height, in feet, and discharge, in second-feet, of Grand Central ditch, for 1907

and 1909.

[Observer, A. D. Jett.]

Day.

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Mean....

1907

July.

*

? 

o

1.45 

1.34

1.34 

1.38 

1.38 

1.45 

1.35

1.35 

1.31 

1.40 

1.46

1.48

1.65 

1.47 

1.48 

1.46 

1.40

1.38 

1.36 

1.33 

1.32 

1.32 

1.34

......

ft

6.8

4.4

4.4 

5.2 

5.2 

' 6.8 

4.6

4.6 

3.8 

5.6 

7.0 

7.5

12.0 

7.3 

7.5 

7.0 

5.6

5.2 

4.8 

4.2 

4.0 

4.0 

4.4

5.7

August.

I 

1

1 O

1.34 

1.34 

1.32 

1.32 

1.32

1.30 

1.30 

1.28 

1.28 

1.25

1.25 

1.28 

1.27 

1.30 

1.30

1.50 

1.50 

1.55 

1.55 

1.60

1.60 

1.55 

1.50 

1.55 

1.50

1.50 

1.50 

1.50 

1.55 

1.50 

1.50

......

Q

4.4 

4.4 

4.0 

4.0 

4.0

3.6 

3.6 

3.3 

3.3

2.8

2.8 

3.3 

3.1 

3.6 

3.6

8.0 

8.0 

9.3 

9.3 

10.6

10.6 

9.3 

8.0 

9.3 

8.0

8.0 

8.0 

8.0 

9.3 

8.0 

8.0

6.2

September.

11

1

o

1.50 

1.50 

1.45 

1.45 

1.45

1.45 

1.45 

1.50 

1.60 

1.70

~i."70~ 

1.70 

1.70

1.70 

1.70 

1.70 

1.60 

1.60

1.60 

1.55 

1.55 

1.55 

1.50

1.50

......

a

8.0 

8.0 

6.8 

6.8 

6.8

6.8 

6.8 

8.0 

10.6 

13.4

0 

0 

13.4 

13.4 

13.4

13.4 

13.4 

13.4 

10.6 

10.6

10.6 

9.3 

9.3 

9.3 

8.0

8.0 

8.0 

8.0 

8.0 

8.0

9.0

1909

July.

!

.. .:.

"6 so"

" 80 "

......

......

o

X

fi

8 

7 

7 

6 

6

5 

5 

4 

4 

4

3 

3 

3 

2.0 

9 n

2.0 

1.8 

1.8 

1.8 

1.8

1 9

1.8

1.7 

1.7

1.6

1.6 

1.5 

1.5 

1.4 

1.3 

1.2

3.1

August.

i

2

1

O

"6."72"

......

"."75" 

.90 

1.00

......

.95

.85

.85

......

......

......

P

LI

1.0 

1.0

1.0 

1.0

1.1

1.2 

1.3 

3.2 

4.8

4.6

4.4 

4.2

4.0 

3.2

2.5 

2.5 

2.5

2.5

2 A

2.4

2.3

2.3

2.2

2.2

2.1 

2.1 

2.0 

1.9 

1.9 

1.8

2.3

September.

i 3

i

o

......

0.78

 --" 

......

......

......

......

......

......

a

1.7 

1.7 

1.6 

1.6 

1.6

1.5 

1.5 

1.4 

1.4 

1.3

1.3 

1.2 

1.2 

1.1 

1.1

1.0 

1.0 

1.0 

1.0

........

........

1.3

NOTE. The mean discharge for the period June 28 to 30,1909, was 9 second-feet.
126 SUEFAOB WATEK SUPPLY OF SEWARD PENINSULA.

SEWARD DITCH SYSTEM. 

DESCRIPTION.

The Seward ditch, built in 1905-6, diverts the water from Nome 

River just below Dorothy Creek at an elevation of 470 feet, and from 

Hobson Creek about half a mile below the Miocene intake. It 

extends down the west side of Nome River and around the south 

slope of Newton and Anvil peaks nearly to Anvil Creek, having a 

total length of about 37 miles. The ditch was originally planned to 

have a bottom width of 14 feet, and most of the rock work was built 

for that width. The rest of the ditch was made 10 feet wide, except 

at the lower end, where it is 8 feet. The water is carried across 

Hobson and Clara creeks by 42-inch wood-pipe siphons having lengths 

of 1,050 and 800 feet. The ditch is further described on page 257. 

Records were begun at the intake in 1907, and additional stations 

were established at several points farther down the ditch in 1909. 

A list of these stations is given on page 92. The records, especially 

those of 1909, indicate the amount of water lost by seepage from a 

ditch of this character. The data have been analyzed and are presented on pages 263-269.

SEWARD DITCH AT INTAKE.

A gage was established at this point in 1906 and a few measurements were made, but the regular readings were not begun until 1907. 

The records show the amount of water diverted from Nome River 

by this ditch. Measuring conditions are good, but the channel at the 

gage is sandy and somewhat shifting, so that the relation of gage 

height to discharge has not been stable, and the records are accordingly somewhat uncertain for short periods. The maximum diversion was 34 second-feet in 1908 and the minimum for one week 9.0 

second-feet, from July 23 to 29 of the same year.

Discharge measurements of Seward ditch at intake, 1906 to 1910.

Date.

1906. 

Aug. 18

30

30

30

30

30

30

1907. 

July 11

18

24

1908.

July 10

Aug. 13

30

1909. 

July 16

10

Sept. 13

22

1910. 

Sept. 15

18

21

Hydrographer.

F. F. Henshaw. .........................................................

.....do...................................................................

.....do...................................................................

.....do...................................................................

.....do...................................................................

.....do...................................................................

.....do...................................................................

.....do...................................................................

F. F. Henshaw. .........................................................

F.F.Miller..... ................... ......................................

F. F. Henshaw. .........................................................

.....do...................................................................

.....do...................................................................

G. L. Parker .............................................................

.....do............................. ....................................

R. G. Smith.. .................... ......................................

G. L. Parker.............................................................

.....do...................................................................

Gage 

height.

Feet. 

0.76

1.03

1.14

1.32

1.63

1 1S

.81

.55

.72

.82

.96

.32

I nn

so

1.00

.38

.27

.88

.44

.60

1.23

1.36

1.29

Discharge.

Sec.-ft. 

25.0

07 o

4n R

51.4

69.4

A3. 9

26.2

19.1

23.2

25.7

31.9

9.59

**Q A

90 ft

34.5

13.0

9.36

33.1

16.2

91 0

19.9

23.8

21.2
NOME RIVER DRAINAGE BASIN. 127

Daily gage height, in feet, and discharge, in second-feet, of Seward ditch at intake for

1907-1910. 

[Observers, T. Tallason, 1907,1909,1910; employee of Wild Goose Mining & Trading Co., 1908.1

Day.

1907. 

1..........

2..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11.......... 

12..........

13 ..........

14..........

15..........

July.

19

1

o

0.60 

.62 

.65 

.65 

.70

|

5

20.1 

20.5 

21.3 

21.3 

22.5

Day.

1908. 

1....................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28

29....................

30....................

31....................

Mean ..........

August.

+3 

M

0.85 

.85 

.85 

.80

.74

.72 

.71

.72 

.74 

.72

.72 

.71

.78 

.77 

.71

I 

ft

27.2 

27.2 

27.2 

25.4 

23.6

23.0 

22.8 

23.0 

23.6 

23.0

23.0

22.8 

24.8 

24.5 

22.8

September.

|

O

0.90 

.89 

.89 

.89 

.88

.88 

.89 

.88 

.85 

.81

"~82" 

.85 

.84 

.84

June.

Gage

height.

0.93

.89 

.90 

.90 

.90 

.90

.88 

.90 

.90

.84 

.86

..........

Discharge.

31.1

29.4 

29.8 

29.8 

29.8 

29.8

29.0 

29.8 

29.8 

27.4 

28.2

29.4

§>

o .2 

O

29.0 

28.6 

28.6 

28.6 

28.3

28.3 

28.6 

28.3 

27.2 

25.8

0 

26.2 

27.2 

26.9 

26.9

Day.

1907. 

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31

Mean....

July.

height.

0.72 

.62 

.62 

.58 

.54

.50 

.50 

.49 

.49 

.36

.46 

.54 

.50 

.42 

.35

.32 

.30 

.30 

.30

.32

.31 

.30 

.29 

.30 

.30

.30 

.30 

.30 

.29 

.94 

.96

..........

Discharge.

22.6 

18.9 

18.9 

17.6 

16.3

15.0 

15.0 

14.7 

14.7 

10.7

13.7 

16.3 

15.0 

12.4 

10.4

9.6 

9.0 

9.0 

9.0 

9.6

9.3 

9.0

8.8 

9.0 

9.0

9.0 

9.0 

9.0 

8.8 

31.5 

32.3

13.6

July.

3tic 1

t§

0.70 

.70 

.70

.75 

.75

.75 

.75 

.75 

.75 

.80

.82 

.82 

.88 

.82 

.85 

.85

......

8> 

1

3

22.5 

22.5 

22.5 

23.8 

23.8

23.8 

23.8 

23.8 

23.8 

25.4

26.2 

26.2 

28.3 

26.2 

27.2 

27.2

23.9

August.

t

S 

ft

O

0.88 

.88 

.85 

.84 

.84

.84 

.84 

.87 

.87 

.90

.90

.85 

.85 

.87 

.89 

.89

.....

August.

Gage 

height.

0.85 

.62 

.64 

.72 

.92

1.00 

1.00

.88 

' .75 

.74

1.00 

1.00 

1.00 

1.00 

1.00

.95 

.88 

.86 

1.00 

1.00

1.00 

1.00 

1.00 

1.00 

1.00

1.00 

1.00 

1.00 

1.00 

.95 

1.00

..........

Discharge.

27.8 

18.9 

19.6 

22.6 

30.6

34.0 

34.0 

29.0 

23.8 

23.4

34.0 

34.0 

34.0 

34.0 

34.0

31.9 

29.0 

28.2 

34.0 

34.0

34.0 

34.0 

34.0 

34.0 

34.0

34.0 

34.0 

34.0 

34.0 

31.9 

340

31.1

§> 

O

28.3 

28.3 

27.2 

26.9 

26.9

26.9 

26.9 

27.9 

27.9 

29.0

29.0 

27.2 

27.2 

27.9 

28.6 

28.6

26.1

September.

+3 

 S 

1

1

0.84

.85 

.85 

.82 

.82

.78 

.78 

.80 

.80 

.80

.80 

.80 

.75 

.74 

.75

......

!

26.9 

27.2 

27.2 

26.2 

26.2

24.8 

24.8 

25.4 

25.4 

25.4

25.4 

25.4 

23.8 

23.6 

23.8

25.7

September.

Gage 

height.

1.00 

1.00 

1.00 

.92

.85

.88 

.81 

.80 

.77 

.70

.68 

.70 

.70 

.60

.75

.72 

.59 

.52 

.54 

.52

.56 

.55 

.50

..........

Discharge.

34.0 

34.0 

34.0 

30.6

27.8

29.0 

26.2 

25.8 

24.6

21.8

21.1 

21.8 

21.8 

18.2 

23.8

22.6 

17.9 

15.6 

16.3 

15.6

16.9 

16.6 

15.0

23.1

NOTE. The water was turned into the ditch June 9,1908.
128 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

Dotty gage height, in feet, and discharge, in second-feet, ofSeward ditch at intake for 1907-

1910 Continued.

Day.

1909. 

1....................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

OQ

30....................

Of

June.

hSlil

0.50 

.45 

.50 

.50 

.50 

.50 

.57

Discharge.

16.7 

15.0

16.7 

16.7 

16.7 

16.7 

19.2

1ft 8

Day.

1910. 

1................ .........................

2.........................................

3.........................................

4.........................................

5.........................................

6.........................................

7.........................................

9.........................................

10.........................................

11.........................................

12.........................................

13.........................................

14.........................................

15.........................................

16.........................................

17.........................................

18.........................................

19.........................................

20.........................................

21.........................................

22.........................................

23.........................................

24.........................................

25.........................................

26.........................................

27.........................................

28.........................................

29.........................................

30.........................................

31.........................................

Mean...............................

July.

Gage 

height.

0.60 

.60 

.68 

.80 

.67

.77 

.92 

.92 

.90 

.80

.83 

.80 

.58 

.43 

.39

.36 

.36 

.32 

.30 30 

.30 

.30 

.26 

.26 

.26

.26 

.28

.28 

.31 

.31

Discharge.

20.2 

20.2 

23.2 

28. 0 

22.9

26.8 

&.S 

32.8 

32.0 

28.0

29.2 

28.0 

19.5 

14.4 

13.1

12.2 

12.2 

11.1 

10.5 

10.5

10.5 

10.5 

9.5 

9.5 

9.5

9.5 

10.0 

10.0 

10.0 

10.8 

10.8

17.4

July.

Gage 

height.

0.90

1.04 

1.14 

1.05 

1.08 

1.10

1.10 

1.08 

1.08 

1.10 

1.10

1.10 

1.30 

1.38 

1.28 

1.32

Discharge.

8.0 

17.0

21.6 

24.9 

21.8 

22.8 

23.5

23.5 

22.8 

22.8 

23.5 

23.5

23.5 

30.9 

34.0 

30.1 

31.7

16.0 

.0 

.0

.0

.0

.0

18.3

August.

Gage 

height.

0.26 

.34 

.51 

.38 

.40

.48 

.50 

.45 

.75 

.70

.42 

.50 

.48 

.42 

.45

.45 

.45

.46 

.42 

.48

.45 

.42 

.41 

.42 

.41

.46 

.45 

.42 

.40 

.45 

.40

Discharge.

9.5 

11.7 

17.0 

12.8 

13.4

17.6 

18.3 

16.6 

27.8 

25.8

15.7 

18.3 

17.6 

15.7 

16.6

16.6 

16.6 

17.0 

15.7 

17.6

16.6 

15.7 

15.3 

15.7 

15.3 

17.0 

16.6 

15.7 

15.0 

16.6 

15.0

16.5

August

height.

0.85

1.05 

1.30 

1.30 

1.25 

1.30

1.30 

1.28 

1.22 

1.25 

1.30

.93 

.90 

1.30 

1.25 

1.30

1.30 

...........

1.30 

1.28

1.28 

1.30

1.23

Discharge.

0.0 

.0 

.0 

.0 

15.5

21.8 

30.9 

30.9 

29.0 

30.9

30.9 

30.1 

27.9 

29.0 

30.9

18.0 

17.0 

30.9 

29.0 

30.9

30.9 

30.0 

29.0 

30.9 

30.1

30.1 

30.9 

15.0 

.0 

8.0 

28.2

22.5

September.

Gage 

height.

0.44 

.42 

.41 

.40 

.42

.45 

.40 

.40 

.42 

.40

.40 

.40 

.45 

.45 

.46

.40 

.40 

.40 

.38 

.50

.54 

.50 

.80 

.70 

.65 

.52 

.48 

.47

Discharge.

16.3 

15.7 

15.3 

15.0 

15.7

16.6 

15.0 

15.0 

15.7 

15.0

15.0 

15.0 

16.6 

16.6 

17.0

15.0 

15.0 

15.0 

14.4 

18.3 

19.7 

18.3 

29.8 

25.8 

23.8

19.0 

17.6 

17.2

17.3

September.

Gage 

height.

1.17 

1.15 

1.25 

1.28 

1.25

.88

.98 

1.00 

1.06 

1.00 

1.00

.73 

.82

.88 

.90 

.88

Discharge.

26.0 

25.3 

29.0 

30.1 

29.0

.0 

.0 

.0 

.0 

.0

.0 

.0 

.0 

4.0 

16.4

19.6 

20.2 

22.2 

20.2 

20.2

10.0 

3.0 

.0 

.0 

.0

fe.O 

14.6 

16.4 

17.0 

16.4

11.7

NOTE. The discharge for October 1,1910, was 17.0 second-feet.
NOME RIVER DRAINAGE BASIN. 129

SEWARD DITCH BELOW HOBSON BRANCH.

This station was maintained during 1909 and 1910. Gage heights 

were taken in the flume to the penstock of the Hobson Creek siphon, 

which is located just below the point where the Hobson Creek lateral 

enters the main ditch. Measurements were made of the main ditch 

and the branch separately, and the discharges added to give the 

total at the gage.

The maximum recorded discharge of 42.0 second-feet, July 10, 

1909, may be too large. The minimum record of 10.7 second-feet 

occurred during the week of July 28 to August 3, 1909, but the discharge probably reached a lower stage in 1908.

Discharge measurements of Seward ditch below Hobson branch in 1909 and 1910.

Date.

1909. 

July 15. ......................

Sept. 13.......................

Gage 

height.

Feet. 

0.85

.70

1.07

.78

Discharge.

Sec.-ft. 

15.3

11.2

27.1

13.1

Date.

1910. 

Sept. 16 a.............. .......

Sept. 21......................

Gage 

height.

Feet. 

1.23

1 04

Discharge.

Sec.-ft. 

29.2

91 Q

a Measurement made by R. G. Smith.

Daily gage height, in feet, and discharge, in second-feet, of Seward ditch below Hobson

branch for 1909-10.

[Observers, J. Sliscoviteh, 1909; G. Justice, 1910.]

Day.

1909. 

1. ...................

2....................

4............:.......

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

31....................

Mean..........

June.

hS.

0.85 

.90

.90 

1.10 

.90 

1.05 

.90

Discharge.

16.2 

18.2

18.2 

27.2 

18.2 

24.9 

18.2

20.2

July.

Gage 

height.

1.00 

.85

.90 

1.15 

.90 

.85 

.90 

.85 

.85 

.75 

.75

.75 

.75 

.72 

.72 

.72

.70 

.70 

.68 

.70 

.70 

.70

Discharge.

22.6 

16.2 

25.0 

31 

27

30 

34 

34 

33 

30

30 

18.2 

29.6 

18.2 

16.2

18.2 

16.2 

16.2 

12.6 

12.6

12.6 

12.6 

11.6 

11.6 

11.6 

11.0 

11.0 

10.4 

11.0 

11.0 

11.0

19.2

August.

height.

0.68 

.68 

.68 

.90 

.78 

.70 

.88 

.90 

.90 

1.10

.81 

.88 

.90 

.85 

.88

.88 

.82 

.80 

.80 

.80

.82 

.80 

.80

.80

.80 

.80 

.80 

.80 

.80 

.80

Discharge.

10.4 

10.4 

10.4 

18.2 

13.6

11.0 

17.4 

18.2 

18.2 

27.2

14.6 

17.4 

18.2 

16.2 

17.4

17.4 

15.0 

14.2 

14.2 

14.2

15.0 

14.2 

14.2 

14.2 

14.2

14.2 

14.2 

14.2 

14.2 

14.2 

14.2

15.2

September.

Gage 

height.

0.80 

.80 

.80 

.80 

.80

.80 

.80

.78 

.80

.78 

.78 

.78 

.82 

.80

.80 

.80 

.80 

.80 

1.05

1.10 

1.10 

1.10 

1.10 

1.20

1.10 

1.05 

1.15

Dischargek

14.2 

14.2 

14.2 

14.2 

14.2

14.2 

14.2 

13.9 

13.6 

14.2

13.6 

13.6 

13.6 

15.0 

14.2

14.2 

14.2 

14.2 

14.2 

24.9

27.2

27.2 

27.2 

27.2 

32.0 

27.2 

24.9 

29.6

18.4

NOTE. Gage heights for the period July 3-11,1909, are doubtful, 

the discharge at the intake.

63851° WSP 314 13 9

The values given are estimated from
130 SURFACE WATEE SUPPLY OP SEWAED PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Seward ditch below Hobson 

branch for 1909-10 Continued.

Day.

1910. 

1. .........

2..........

3..........

4..........

5..........

6.......... 

7.......... 

8..........

9.......... 

10..........

11.......... 

12..........

13..........

14..........

15..........

July.

CJ

......

'0.95

1.10 

1.20 

1.20 

1.10 

1.10

1

5

......

23.5 

28.0 

28.0 

23.5 

23.5

August.

1a

i

o

0.70 

.75 

.65 

.60 

.92

1.20 

1.18 

1.25

1.30 

1.35

1.32 

1.38 

L35 

1.32 

1.35

ft

9.0 

10.5 

7.8 

6.5 

16.3

28.0 

27.1 

30.4

32.7 

35.1

33.7 

36.5 

35.1 

33.7 

35.1

September.

a

i

CJ

1.10 

1.22 

1.15 

1.20 

1.22

"."TO"

1.15

ft

23.5 

28.9 

25.8 

28.0 

28.9

9.8 

.0 

.0

.0 

.0

.0 

.0 

4.5 

9.0 

25.8

Day.

1910. 

16..........

17..........

18..........

19..........

20..........

21.......... 

22.......... 

23..........

24.......... 

25..........

26.......... 

27.......... 

28.......... 

29.......... 

30..........

31.......... 

Mean..

July.

I

1.10 

1.15 

1.00 

1.00 

1.02

1.00 

1.18 

1.25 

1.28 

1.32

.80 

..65 

.65 

.65 

.62

.68

......

s

23.5 

25.8 

19.5 

19.5 

20.3

19.5 

27.1 

30.4 

 31.8 

33.7

12.0

7.8 

7.8 

7.8 

7.0

8.5

20.3

August.

CJ

1.38 

1.18 

1.40 

1.40 

1.40

1.40 

1.40 

1.40 

1.38 

1.38

1.38 

1.40 

1.40

.95

......

a

36.5 

27.1 

37.5 

37.5 

37.5

37.5 

37.5 

37.5 

36.5 

36.5

36.5 

37.5 

37.5 

.0 

.0 

17.5

28.0

September.

+5

1.20 

1.12 

1.22 

1.20 

1.18

1.00 

.55 

.85 

.98 

.88

1.00 

1.10 

1.12 

1.10 

1.10

......

J

28.0 

24.4 

28.9 

28.0 

27.1

19.5 

5.4 

13.8 

18.7 

14.8

19.5 

23.5 

24.4 

23.5 

23.5

16.9

NOTE. The discharge for Oct. 1,1910, was 18.7 second-feet.

SEWARD DITCH BELOW DEXTER CREEK FLUME.

This station, which was maintained during 1909 and 1910, is located 

in the flume across Dexter Creek, 15.5 miles below Hobson Creek, and 

9.7 miles above Newton Gulch. The measurements were made in the 

flume, at the lower end of which the gage was located, and the records 

are reliable.

A maximum diversion of 30.6 second-feet was recorded August 27, 

1910, and a minimum for one week of 4.6 second-feet, which amount, 

plus leakage, represented the total supply available from Nome River 

at that time, occurred July 28 to August 3, 1909.

Discharge measurements ofSeward ditch below Dexter Creek flume in 1909 and 1910.

Date.

1909.

July 31. ......................

Aug. 12.... ...................

Sept. 10......... ..............

 »«.

Feet. 

0.45

.55

.83

.80

Discharge.

Sec. feet. 

3.77

4 QQ

10.4

9.34

Date.

1910. 

Sept. 17...... .................

 ».

Feet1.63

Discharge.

Sec.feet.

OC 1

0 Measurement made by Monro and Lanagan.
NOME EIVEB DBAINAGE BASIN. 131

Daily gage height, in feet, and discharge, in second-feet, ofSeward ditch below Dexter Creek

flume, for 1909-10.

[Observer, Geo. E. HufE, 1909; employee of Wild Goose Mining & Trading Co., 1910.]

Day.

1909. 

1.... ................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24........... .........

25....................

26....................

27....................

28....................

29. ............... _ .

30....................

31....................

June.

height.

0.50

.45 

.40 

.40 

.25

.20 

.65 

.65 

.65 

.65

.80 

.95 

.90 

.80 

.90

.90 

.85 

1.40 

.80 

.80

Discharge.

4.2

3.9 

3.6 

3.0 

3.0 

1.4

1.0

6.7 

6.7 

6.7 

6.7

9.6 

12.9 

11.8 

9.6 

11.8

11.8 

10.7 

23.8 

9.6 

9.6

8.00

July.

Gage 

height.

0.95 

.90 

.90 

.92 

.90

.90 

.90 

.95 

1.05 

1.20

1.15 

1.15 

1.16 

.90

.85

.78 

.76 

.70 

.71 

.65

.68 

.62 

.61

.58 

.58

.54 

.52 

.52 

.54

.55

Discharge.

12.9 

11.8 

11.8 

12.2 

11.8

11.8 

11.8 

12.9 

15.2 

18.8

17.6 

17.6 

17.8 

11.8 

10.7

9.2

8.8 

7.6 

7.8 

6.7

7.2 

6.2 

6.0 

5.5 

5.5

4.8 

4.5 

4.5 

4.8 

4.9 

5.0

9.85

August.

,28.

0.52 

.52 

.50 

.82 

.75

.70 

.62 

.78 

.80 

.80

.78 

.78 

.85 

.86 

.82

.74

.72 

.72 

.75 

.75

.75

.75 

.78 

.78 

.75

.72 

.80 

.82 

.82 

.80 

.80

Discharge.

4.5 

4.5 

4.2 

10.0 

8.6

7.6 

6.2 

9.2 

9.6 

9.6

9.2 

9.2 

10.7 

10.9 

10.0

8.4 

8.0 

8.0 

8.6 

8.6

8.6 

8.6 

9.2 

9.2 

8.6

8.0 

9.6 

10.0 

10.0 

9.6 

9.6

8.60

September.

Gage 

height.

0.78

.78 

.75 

.75 

.82

78 

.75

.70 

.78

.78 

.75 

.75 

.78 

.78

.80 

.90 

.85 

.92 

.88

L10 

1.20 

1.22 

L28 

L28

L10 

1.10

Discharge.

9.2 

9.2 

8.6 

8.6 

10.0

9.2 

8.6 

8.1 

7.6 

9.2

9.2

8.6 

8.6 

9.2 

9.2

9.6 

IL8 

10.7 

12.2 

1L4

16.4 

18.8 

19.3 

20.8 

20.8

16.4 

16.4

11. S
132 SUEFACE WATEE SUPPLY OF SEWAKD PENINSULA.

Daily gag* height, in feet, and discharge, in second-feet, of Seward ditch below Dexter Creek 

flume for 1909-10 Continued.

Day.

1910. 

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.........................................

July.

Gage 

height.

0.60

1.20 

1.20 

1.28 

1.22 

1.30

1.30 

1.40 

1.35 

1.32 

1.32

1.30 

1.40 

1.50 

1.50

1.55 

1.10 

1.22 

1.20 

1.25 

1.10

Discharge.

4.8

15.8 

15.8 

17.6 

16.3 

18.1

18.1 

20.5 

19.3 

18.6 

18.6

19.0 

18.1 

20.5 

23.0 

23.0

24.2 

13.7 

16.3 

15.8 

17.0 

13.7

n

o

August.

Gage 

height.

1.22 

1.40 

1.20 

1.15 

1.05

1.35 

1.32 

1.35 

1.52 

1.45

1.45

1.48 

1.52 

1.55 

1.60

1.58 

1.45 

1.45 

1.62 

1.68

1.70 

1.72 

1.62 

1.75 

1.72

1.75 

1.80

Discharge.

16.3 

20.5 

15.8 

14.8 

12.6

19.3 

18.6 

19.3 

23.5

21.8

21.8 

22.5 

23.5 

24.2 

25.5

25.0 

21.8 

21.8 

26.0 

27.5

28.0 

28.5 

26.0 

29.3 

28.5

29.3 

30.6 

.0 

.0 

.0 

.0

September.

Gage 

height.

1.45 

1.55 

1.55

..........

1.45

1.50 

1.50 

1.45 i.eo

1.70

1.65 

1.35 

1.60 i.eo

1.62

1.60 

1.55 

1.65 

1.65 

1.65

Discharge.

0.0 

.0

21.8 

24.2 

24.2

25.0 

19.0 

19.0 

12.0 

21.0

17.0 

17.0 

14.0 

21.0 

21.8

23.0 

23.0 

21.8 

25.5 

28.0

26.8 

19.3 

25.5 

25.5 

26.0

25.5 

24.2

26.8 

26.8 

26.8

21.0

NOTE. The discharge for Oct. 1,1910, was 26.8 second-feet.

SEWARD DITCH ABOVE NEWTON GULCH.

This is the lowest regular station on the Seward ditch. The 

records here give the amount of water delivered to the mining operations on Newton Gulch and at points below. The gage was established a few hundred feet above the penstock of the pipe leading 

to the mine early in the spring of 1909 and records were kept during 

that year and in 1910. The ditch was practically dry near the 

end of July, 1909. The maximum amount delivered, as shown by 

the records, was 25.2 second-feet on September 8, 1910.
NOME RIVEB DEAINAGE BASIN. 133

Discharge measurements of Seward ditch above Newton Gulch in 1909 and 1910.

Date.

1909. 

June 24

July 30

Aug. 10

12

Sept. 10

1910. 

July 23

Sept. 16

Hydrographer.

F. F. Henshaw ..............................................................

Ayer and Smith. ............................................................

height.

Feet. 

1.00

.36

1.18

.82

.76

1.07

1.38

1.35

Discharge.

Sec.-ft. 

8.36

.26

11.9

5.80

3.87

13.9

22.7

22.3

Daily gag" height, in feet, and discharge, in second-feet, of Seward ditch above Newton

Gulch for 1909 and 1910.

[Observers, N. Bell, 1909; employee of Wild Goose Mining & Trading Co., 1910.]

Day

1909.

3....................

4....................

5....................

6....................

7. ...................

8....................

9

10....................

11....................

12....................

11

14....................

15....................

16....................

17....................

18....................

1Q

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

9Q

30

qi

June.

Gage 

height.

1.00 

1.00

1.01 

1.04 

1.12 

1.21 

1.01

Discharge.

8.5 

8.5

8.7 

9.2 

10.7 

12.4 

8.7

9 VI

July.

Gage 

height.

1.01 

1.01 

1.02 

1.02 

1.02

1.02 

1.02 

1.16 

1.24 

1.29

1.39 

1.21 

1.26 

1.08 

.98

.91

.89 

.84 

.76 

.68

.64 

.64 

.64 

.60 

.54

.50 

.49 

.52 

.42 

.28 

.32

Discharge.

8.7 

8.7 

8.9 

8.9 

8.9

8.9 

8.9 

11.4 

13.0 

14.0

16.1 

12.4 

13.4 

9.9 

8.2

6.9 

6.6 

5.7 

4.4 

3.2

2.7 

2.7 

2.7 

2.2 

1.6

1.2 

1.1 

1.4 

.6 

.1 

.1

6.56

August.

Gage 

height.

0.59

.38 

'.69 

.91 

.85

.72 

.69 

.85 

.88 

1.18

1.15 

.84 

.90 

.88 

.79

.78 

.76 

.71 

.72 

.70

.75 

.65 

.61 

.78 

.64

.72 

.78 

.80 

.88

.81

Discharge.

2.1 

.4 

3.4 

6.9 

5.8

3.8 

3.4

5.8 

6.4 

11.8

11.2 

5.9 

6.7

6.4 

4.8

4.7 

4.4 

3.6 

3.8 

3.5

4.2 

2.8 

2.3 

4.7 

2.7

3.8 

4.7 

5.0 

6.4 

5.8 

5.2

4 01

September.

Gage 

height.

0.81 

.81 

.79 

.68 

.65

.66 

.64 

.64 

.62 

.70

.79 

.76

.75 

.81 

.80

.79 

.89 

.82 

.78 

.92

1.10 

1.24 

1.26 

1.34 

1.35

1.12 

1.24

Discharge.

5.2 

5.2 

4.8 

3.2 

2.8

3.0 

2.7 

2.7 

2.5 

3.5

4.8 

4.4 

4.2 

5.2 

5.0

4.8 

6.6 

5.3 

- 4.7 

7.1

10.3 

13.0 

13.4 

15.0

15.2

10.7 

13.0

6.60
134 SURFACE WATEB SUPPLY OF SEWABD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Seward ditch above Newton 

Gulch for 1909 and 1910 Continued.

Day.

1910. 

1..........

2.......... 

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

19

13..........

14..........

15..........

July.

I 

1

tt

......

 § 

1

......

August.

i

3

o

0.88

.95 

.92

.85 

.80

1.10 

1.00 

1.05 

1.18 

1.10

1.10 

1.10 

1.15 

1.20 

1.25

1

s

9 7

11.2

10.6

9.0 

8.0

14.9 

12.4 

13.6 

17.1 

14.9

14.9 

14.9 

16.2 

17.6 

19.0

September.

1 

O

1.25

1.29

1.38 

1.05 

1.45 

1.19 

1.23

1.29 

1.15 

1.00 

1.08 

1.28

<D 

1 

1

3

4.0

2.7

2.7

19.0 

20.2

23.0 

13.6 

25.2 

17.3 

18.5

20.2 

16.2 

12.4 

14.4 

19.9

Day.

1910. 

16..........

17.......... 

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28.......... 

29.......... 

30..........

31..........

Mean.

July.

i

s

o

1

o

......

1.05 

1.18

1.20 

.85 

1.10 

1.18 

.98

.90

1 

«

......

13.6 

17.1

17.6 

9.0 

14.9 

17.1 

11 9

10.1

13.9

August.

i

s

0> 1

1.25 

1.25 

1.22 

1.25 

1.25

1.30 

1.30 

1.28 

1.32 

1.32

1.38 

1.39

......

1

19.0 

19.0 

18.2 

19.0 

19.0

20.5 

20.5 

19.9 

21.1 

21.1

23.0 

23.3 

4.0 

.0 

.0 

.0

14.6

September.

*i

ft 

O

1.35 

1.32 

1.39 

1.40 

1.38

1.38 

1.10 

1.39 

1.28 

1.30

1.28 

1.35 

1.34 

1.35 

1.36

......

S> 

I

Si ft

22.0 

21.1 

23.3 

23.6 

23.0

23.0 

14.9 

23.3 

19.9 

20.5

19.9 

22.0 

21.7 

22.0 

22.4

18.4

NOTE. The discharge for October 1,1910, was 11.0 second-feet.

HOBSON BRANCH OF SEWABD DITCH.

This station, which was maintained regularly only during 1909, 

was located near the outlet of the lateral and shows the amount of 

Hobson Creek water which the Seward ditch receives.

Additional measurements are given in connection with the discharge of Hobson Creek below Manila Creek, on page 105.

The maximum recorded diversion, 9.3 second-feet, which represents practically the capacity of the ditch, occurred just after the 

water was turned out of the Miocene ditch in the fall of 1909, when 

the total flow of Hobson Creek was diverted into the Seward ditch. 

The minimum of 2.5 second-feet occurred just before this.

Discharge measurements of Hobson branch of Seward ditch in 1909 and 1910.

Date.

1909.

Sept. 14.....................

height.

Feet. 

0.68

.56

.60

.50

Discharge.

8ec.-ft. 

5.23

3.13

3.80

2.52

Date.

1910. 

Sept. 16»....................

&,

Feet. 

1.02

Discharge.

Sec.-ft. 

9.52

 Measurement made by B. G. Smith.
NOME BIVEE DRAINAGE BASIN. 135

Daily gage height, infect, and discharge, in second-feet, ofEobaon branch ofSeward ditch

for 1909.

[Observer, U. Sliseovitch.)

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....................

Mean..........

June.

Gage 

height.

0.70 

.70

.70 

.70 

.70 

.80 

.70

..........

Discharge.

5.5 

5.5

5.5 

5.5 

5.5 

7.4 

5.5

5.77

July.

Gage 

height.

0.65 

.70 

.80 

.80

.80 

.70 

.70 

.70 

.70

.70

.70

.70 

.68 

.68 

.68 

.68

.62 

.62 

.62 

.60 

.60

.60 

.60 

.60 

.60 

.58 

.55

..........

Discharge.

5.0 

4.6 

5.5 

7.4 

7.4

7.4 

. 5.5 

5.5 

5.5 

5.5

5.5 

5.5 

5.5 

5.5 

5.5

5.5 

5.2 

5.2 

5.2 

5.2

4.1 

4.1 

4.1 

3.8 

3.8

3.8 

3.8 

3.8 

3.8 

3.5 

3.2

5.00

August.

Gage 

height.

0.55 

.55 

.55 

.60 

.55

.55 

.55 

.60 

.55 

.60

.58 

.58 

.60 

.58 

.55

.55 

.55 

.55

.55 

.55

.55 

.55 

.55

.52

.55 

.55

.55 

.55 

.55 

.55

..........

Discharge.

3.2 

3.2 

3.2 

3.8 

3.2

3.2

3

O 

. £

3.8 

3.2 

3.8

3.5 

3.5 

3.8 

3.5 

3.2

3.2 

3.2 

3.2 

3.2 

3.2

3.2 

3.2 

3.2 

3.0 

2.8

3.2 

3.2 

3.2 

3.2 

3.2 

3.2

3.18

September.

Gage 

height.

0.55 

.55 

.50 

.50 

.50

.50 

.50

.50 

.50

.50 

.50 

.50 

.50 

.50

.50 

.50 

.50 

.50 

.90

.90 

.85 

.85 

.88 

.85

.88 

.88 

.88

..........

Discharge.

3.2 

3.2

2.5 

2.5 

2.5

2.5 

2.5 

2.5 

2.5

2.5

2.5 

2.5 

2.5 

2.5 

2.5

2.5 

2.5 

2.5 

2.5 

9.3

9.3 

8.4 

8.4 

8.9 

8.4

8.9

8.9 

8.9

4.58

PIONEEE DITCH SYSTEM. 

DESCRIPTION.

The Pioneer ditch, begun in 1905 and completed in 1907, has its 

intake on Nome River just below the mouth of Christian Creek, about 

3 miles below the Seward intake, at an elevation of about 330 feet. 

It has a total length of 38 miles and extends to Anvil Creek. There 

are three siphons, composed of two lines of 30-inch riveted steel 

pipes one 545 feet long across Hobson Creek, one 1,050 feet long 

across Banner Creek, and one 755 feet long across Dexter Creek. 

Several narrow gulches and gullies eroded by waste water from the 

other ditches are crossed by flumes.

PIONEER DITCH AT INTAKE.

A station was established at the intake of the ditch in 1907, and a 

record of 11 days was obtained in that year. For the three seasons 

1908 to 1910 the records have been practically complete. The gage 

is located a short distance below the intake and measurements are 

made near this point. The tables given below show the total amount 

of Nome River water diverted into the ditch, and, in conjunction with
136 SUKFACE WATEB SUPPLY OF SEWABD PENINSULA.

the record on Nome River below the intake and on Miocene and 

Seward ditches, give the natural flow of the river. The maximum 

recorded diversion was 38.1 second-feet on August 12, 1908. The 

minimum for a week was 7 second-feet during July 23 to 29 of the 

same year.

Discharge measurements of Pioneer ditch at intake, 1907 to 1910.

Date.

1907. 

July 18................. ......

July 24....... ................

Aug. 9.. ......................

A tier 20

Aug. 29..... ..................

1908.

Gage 

height.

Feet. 

1.22

1.35

1 19

1.41

1 44

.83

1.30

Discharge.

Sec.-ft. 

18.7

22.2

16.8

f)A Q

25.6

8.78

24.5

Date.

1909.

Do.......................

July 16.. ............:........

Aug. 2..... ...................

1910. 

Sept. 18......................

Gage 

height.

Feet. 

0.21

.87

.86

60

1.02

.74

Discharge.

Sec.-ft.

3

04.

622.9

21.1

n

o

90 3

14.4

o Measurement made by F. F. Miller. ^Measurement made during a rise in stage of 0.16 foot.

Daily gage height, in feet, and discharge, in second-feet, of Pioneer ditch at intake for

1907-1910.

[Observers, employees of Pioneer Mining Co., 1907-8; Chris. Johnson, 1909; C. Chanceberg, 1910.]

Day.

1.... ................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

31....................

Mean ..........

August, 1907.

Gage 

height.

1.43 

1.40 

1.42 

1.42 

1.48

1.48 

1.40 

1.38 

1.30 

1.39 

1.36

..........

Discharge.

25.0 

24.0 

24.7 

24.7 

26.8

26.8 

24.0 

23.4 

20.8 

23.7 

22.7

24.2

1908.

July.

Gage 

height.

1.00 

.98

.95 

.95 

.95 

.92 

.91

.90 

.90 

.85 

.81 

.79

.80 

.80 

.78 

.80 

.82

.81 

.78 

.75 

.75 

.75

.75 

.75 

.75 

.75 

1.38 

1.42

..........

Discharge.

17.0 

16.0 

15.0 

14.0 

13.4

12.5 

12.5 

12.5 

11.6 

11.3

11.0 

11.0 

9.5 

8.3 

7.8

8.0

8.0 

7.6 

8.0 

8.6

8.3

7.6 

7.0 

7.0 

7.0

7.0 

7.0 

7.0 

7.0 

27.7 

29.3

11.1

August.

Gage 

height.

1.20 

1.01 

1.00 

1.28 

1.52

1.48 

1.45 

1.28 

1.15 

1.12

1.36 

1.64 

1.55 

1.50 

1.50

1.41 

1.40 

1.29 

1.55 

1.50

1.38 

1.32 

1.52 

1.52 

1.50

1.50 

1.52 

1.41 

1.36 

1.32 

1.56

..........

Discharge.

20.5 

14.3 

14.0 

23.7 

33.3

31.7 

30.5 

23.7 

18.8 

17.7

26.9 

38.1 

34.5 

32.5 

32.5

28.9 

28.5 

24.1 

34.5 

32.5

27.7 

25.3 

33.3 

33.3 

32.5

32.5 

33.3 

28.9 

26.9 

25.3 

34.9

28.2

September.

Gage 

height.

1.52 

1.54 

1.4C 

1.36 

1.31

1.29

1.25 

1.21 

1.20 

1.18

1.15 

1.15 

1.16 

1.15 

1.12

1.12 

1.09 

1.05 

1.04 

1.00

.95

Discharge.

33.3 

34.1 

30.5 

26.9 

24.9

24.1 

22.5 

20.9 

20.5 

19.8

18.8 

18.8 

 19.1 

18.8 

17.7

17.7 

16.7 

15.5 

15.2 

14.0

12.5

21.1
NOME EIVEE DRAINAGE BASIN. 137

fraily gage height, in feet, and discharge, in second-feet, of Pioneer ditch at intake for

1907-1910 Continued.

Date.

1909. 

1...... ..............

2.. ..................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18....................

19. ...................

20. ...................

21....................

22. ...................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

31....................

June.

Gage 

height.

0.54 

.64 

.60 

.97 

.87

.72 

.76 

.95 

.95 

.96

Discharge.

10.9 

14.0 

12.7 

25.9 

22.1

16.7 

18.1 

25.1 

25.1 

25.5

19.6

July.

Gage 

height.

0.82 

.90 

1.00 

.98 

.95

.99 

1.00 

1.00 

1.00 

.98

1.00 

.95 

.99 

.92 

.86

.87 

.82 

.80 

.80 

.78

.76 

.74 

.71 

.69 

.65

.65 

.64 

.64 

.62 

.62 

.74

Discharge.

20.2 

23.2 

27.0 

26.2 

25.1

26.6 

27.0 

27.0 

27.0 

26.2

27.0

25.1 

26.6 

24.0 

21.7

22.1 

20.2 

19.5 

19.5 

18.8

18.1 

17.4 

16.4 

15.7 

14.4

14.4 

14.0 

14.0 

13.4 

13.4 

17.4

20.9

August.

Gage 

height.

0.60 

.60 

.66 

.71 

.60

.59 

.56 

.60 

.90 

.92

.68 

.67 

.72 

.70 

.70

.68 

.67 

.64 

.64 

.62

.62 

.62 

.60 

.60 

.60

.59 

.60 

.56 

.56 

.54 

.52

Discharge.

12.7 

12.7

14.7 

16.4 

12.7

12.4

11.5 

12.7 

23.2 

24.0

15.3 

15.0 

16.7 

16.0 

16.0

15.3 

15.0 

14.0 

14.0 

13.4

13.4 

13.4 

12.7 

12.7 

12.7

12.4 

12.7 

11.5 

11.5 

10.9 

10.3

..........| 14.1

September.

Gage 

height.

0.52 

.50 

.50 

.50 

.51

.51 

.50 

.50 

.50 

.50

.50 

.49 

.50 

.56 

.50

.57 

.50 

.50 

.50 

.49

.55 

.60 

.58 

.92 

.69

.62 

.65 

.60

Discharge.

10.3 

9.7 

9.7 

9.7 

10.0

10.0 

9.7 

9.7 

9.7 

9.7

9.7 

9.4 

9.7 

11.5 

9.7

11.8 

9.7 

9.7 

9.7 

9.4

11.2

12.7 

12.1 

24.0 

15.7

13.4

14.4 

12.7

11.2

Day.

1910. 

1..........

2. .........

3..........

4..........

5..........

6.......... 

7..........

8..........

9..........

10..........

11.......... 

12.......... 

13.......... 

14.......... 

15..........

16..........

17..........

18..........

19..........

20..........

July.

i'o>

a

<p

SP

o

......

0.60

.60 

.60 

.60 

.60 

.65

.70 

.75 

.70 

.72 

.65

<D

*§ 

P

"5.0

10.0

10.0 

10.0 

10.0 

10.0 

11.4

12.9 

14.4 

12.9 

13.5 

11.4

August.

+s 

j§

<D

SP o

0.72 

.72 

.72 

.75 

.75

.75 

.72

.72 

.75

.80

.80 

.80 

.80 

.80 

.80

.80 

.70 

.80 

.80 

.78

P

13.5 

13.5 

13.5 

14.4

14.4

14.4 

13.5

13.5 

14.4

16.0

16.0 

16.0 

16.0 

16.0 

16.0

16.0 

12.9 

16.0 

16.0 

15.4

September.

I 5

a

<D

SP 

c

0.80 

.80 

.80 

.80 

.80

.70

.60 

.70 

.75 

.75 

.75

o 

ff s

2

16.0 

16.0 

16.0 

16.0 

16.0

12.9

8.0

.0 

.0

.0

.0 

.0 

.0 

.0 

.0

10.0 

12.9 

14.4 

14.4 

14.4

Day.

1910. 

21..........

99

23..........

25..........

26.......... 

27..........

28.......... 

29..........

30..........

31..........

July.

i0> f>

<DSP

O

0.65 

.70 

.70

.90 

.90

.90 

.90 

.90 

.70 

.70 

.72

.1

P

11.4 

12.9 

12.9

19.2 

19.2

19.2 

19.2 

19.2 

12.9 

12.9 

13.5

13.2

August.

i 

s

<D

Sf 

o

0.80 

.80 

.80

.80 

.80

.80 

.80 

.80 

.80 

.80 

.80

a 

|

3"

16.0 

16.0 

16.0

16.0 

16.0

16.0 

16.0 

16.0 

16.0 

16.0 

16.0

15.3

September.

f

o

0.78 

.58

.55 

.60

.75 

.75 

.75 

.75 

.75

CD 

1

.S3 P

15.4 

9.5 

.0

8.7 

10.0

14.4 

14.4 

14.4 

14.4 

14.4

9.4

NOTE. The mean discharge for Oct. 1-2,1910, was 14.4 second-feet.
138 SUEFACE WATEE SUPPLY OF SEWAED PENINSULA.

MISCELLANEOUS MEASUREMENTS.

The following lists give the results of miscellaneous measurements 

of streams and ditches in the Nome River drainage basin:

Miscellaneous measurements in Nome River drainage basin, 1906 to 1909.

Date.

July 16,1909

Aug/ 3,1909 

June 17,1906

Aug. 2,1909

Aug. 12,1908.

June 28,1906

July 6,1906 

Aug. 3,1906 

July 29,1906

June 20,1908 

June 16,1906

July 29,1906

Aug. 18,1906

Aug. 2,1909

Sept. 14,1909

Aug. 2,1909

Sept. 14,1909

Stream.

Nome River.....

.....do........... 

.....do...........

.....do...........

.....do............

Buffalo Creek....

.....do............ 

.....do........... 

David Creek.....

.....do........... 

Dorothy Creek...

.....do...........

.....do...........

Alfield Creek....

.....do...........

Christian Creek..

.....do...........

Tributary to 

Bering Sea....

.....do......... 

.....do.........

.....do.........

.....do.........

Nome River...

.....do......... 

.....do......... 

.....do.........

.....do......... 

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

Locality.

Above Miocene intake. 

.....do............... 

J mile above Dorothy Creek.

take, seepage 

through dam only.

Creek, not including ditches. 

In canyon, above 

Hudson Creek. 

.....do............... 

.....do............... 

Above Miocene intake. 

.....do............... 

Above Campion 

ditch spillway, 

near mouth. 

.....do...............

.....do...............

| mile above mouth,

including ditch.

.....do...............

Elevation.

Feet. 

575

575 

450

408

184

760

700 

700 

590

590 

425

425

425

410

500

380

410

Discharge.

Sec.-ft. 

36

9.4 

39

3.3

78

18.1

23 

9.1 

7.4

21 

5.1

3.0

2.9

4.5

3.3

2.1

1.4

Drainage 

area.

So. m. 

15

15 

25

56

4.4

4.4 

4.4 

4.3

4.3

2.8

2.8

2.8

4.4

4.4

2.1

2.1

Discharge 

per 

square 

mile.

Sec.-ft. 

2.40

.63 

1.56

4.11

5.23 

2.07 

1.72

4.88 

1.82

1.07

1.04

1.02

.75

1.00

.67

Miscellaneous measurements of Miocene ditch and laterals in 1906 and 1909.

Date.

Aug. 23,1906

Sept. 25,1906

Aug. 30,1907

Aug. 16,1908

Aug. 13,1908

Aug. 15,1908

Sept. 1,1908

Aug. 30,1908

July 20,1908

Aug. 11,1909

Aug. 12,1909

Sept. 11,1909

June 28,1906

July 12,1906

Aug. 11,1906

Aug. 29,1906

Sept. 2,1906

Sept. 7,1906

Sept. 14,1906

Aug. 31,1906

July 17,1909

July 21,1906

Aug. 11,1906

Aug. 29,1906

Aug. 31,1906

Sept. 2,1906

Sept. 7,1906

Sept. 10,1906

Sept. 14,1906

July 31,1907

July 17,1909

July 2,1907

Sept. 28,1907

Aug. 31,1908

July 15,1909

Aug. 30,1908

Ditch.

Main di'tct>

.....do.....................:...

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do.........................

.....do..........................

.....do.........................

.....do.........................

.....do.........................

UT>r>er Glacier Creek feeder . . .

Point of measurement.

.....do. ..-.........................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

Outlet..............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

.....do...............................

Above the "X".....................

height.

Feet.

1.00

.85

.51

Discharge.

Sec.-ft. 

39.5

41.4

40.9

40.2

38.4

37.3

31.4

43.3

31.9

11.4

10.0

3.1

.96

6.8

3.0

8.6

6.8

6.1

4.4

8.3

1.3

2.4

.8

4.6

7.3

9.2

7.2

5.3

3.9

3.5

1.2

11.7

5.8

4.8

2.5

2.3

NOTE. For other miscellaneous measurements of Miocene ditch, see list of seepage measurements on p. 267.
SNAKE EIVEB DKAINAGE BASIN. 139

Simultaneous discharge measurements of both branches of Miocene ditch below the "X,"

1907 to 1909.

Date.

June 26, 1907.......

July 6, 1907........

July 19, 1907.......

Sept. 4, 1907........

July 11, 1908.......

Glacier 

branch.

Sec.-ft. 

8.8

27.6

31.5

34.3

5.5

Dexter 

branch.

Sec.-ft. 

0.0

16.0

14.0

13.0

4.2

Total.

Sec.-ft. 

8.8

43.6

47.3

9 7

Date.

Aug. 30, 1908.......

July 14, 1909.......

July 31, 1909.......

Aug. 11, 1909.......

Glacier 

branch.

Sec.-ft. 

26.8

26.6

2.7

18.8

Dexter 

branch.

Sec.-ft. 

16.1

13.0

6.8

12.8

Total.

Sec.-ft. 

42.9

39.6

9.5

31.6

Miscellaneous measurements of Seward ditch. 1908-9.

Date.

Aug. 30,1908

Sept 2,1908

Do.......

June 10,1909

July 14,1909

July 31,1909

Aug. 11,1909

Sept 17, 1910

Aug. 12,1909

Sept 10,1909

Aug. 12,1909

June 4,1909

June 6,1909

Point of measurement.

.....do..............................................................

Ab ove B anner Creek ................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

Extra Dry Creek ....................................................

.....do...............................................................

Below Dry Creek ....................................................

Gage 

height.

Feet.

0.40

1.18

.88

1.12

1.72

1.09

1.03

1.20

.75

Discharge.

Sec.-ft. 

24.9

30.4

33.1

.6

14.4

7.6

13.2

26.1

9.5

8.3

7.8

16.0

6.1

Miscellaneous measurements of Pioneer ditch and lateral in 1909 and 1910.

Date.

Aug. 1, 1909

Aug. 12,1909

Sept. 10, 1909

July 14,1909

July 30,1909

Do.......

Sept 10, 1909

Sept 16,1910

July 15,1909

Aug. 1, 1909

Aug. 10,1909

Sept. 12, 1909

Point of measurement.

Extra Dry Creek. ...................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

.....do...............................................................

height.

Feet.

0.70

.48

1.17

.70

.71

.60

1.07

Discharge.

Sec.-ft. 

11.0

11.8

7.4

20.7

6.5

6.3

4.2

23.5

4.3

2.3

1.7

.85

SNAKE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Snake River drains an area of 110 square miles, largely within-the 

upland area, and empties into Bering Sea at Nome. The river is not 

important in point of water supply, but its lower basin contains 

some important gold placers, notably those of Glacier, Anvil, and 

Little creeks. Oth«r tributaries, of less interest economically, are 

North Fork, Bangor, Boulder, and Sunset creeks from the west and 

Grouse Creek from the east. The main stream above Grouse Creek 

is called Goldbottom Creek. Some mining has been done on several
140 SURFACE WATEK SUPPLY OF SEWARD PENINSULA.

of the upper tributaries, as well as on the streams nearer Nome. 

Ditches have been built to divert water for hydraulicking from 

North Fork, Bangor, Divining, Twin Mountain, and Glacier creeks. 

One gaging station was maintained on Snake River above Glacier 

Creek in 1907.

SNAKE RIVER ABOVE GLACIER CREEK.

This station was established June 25, 1907, just above the mouth 

of Glacier Creek, to determine the discharge of Snake River and the 

relation of the run-off from its drainage basin to that from areas in 

and near the Kigluaik Mountains.

The station is located at an elevation of only about 40 feet. A 

large quantity of water is ordinarily diverted into Glacier Creek by 

the Miocene ditch and enters Snake River just below the station. 

Except for a small amount carried over the divide at the Miocene 

flume from Grouse and Cold creeks, the discharge at the measuring 

point is unaffected by diversion.

Unfortunately these records were obtained during a year of high 

water, so that they are not well adapted for making comparisons. A 

lower discharge was shown by a measurement made July 12, 1908, 

and comparison with records on Nome River indicates that the 

minimum later in the month was not far from 25 second-feet.

Discharge measurements of Snake River above Glacier Creel in 1907 and 1908.

[Elevation, 40 feet.]

Date

1907.

Julys........................

July 20. ......................

Aug. 10.......................

Sept. 3.......................

Gage 

height.

Feet.

1.88

1.20

1.13

0.89

1.01

Discharge.

Sec.-ft.

S97

147

72.2

112

Date.

1908.

July 12.......................

Gage 

height

Feet. 

0.85

.45

Discharge.

Sec.-ft. 

132

45.8

Daily gage height, in feet, and discharge, in second-feet, of Snake River above Glacier Creek

for 1907.

[Drainage area, 69 square miles. Observer, A. H. Clambey.]

Date.

1....................................

2....................................

3.. .............................. ....

4....................................

5...................................

6....................................

7....................................

8....................................

9....................................

10....................................

June.

Ga?e 

height.

Discharge.

July.

Gage 

height.

1.35 

1.30 

1.25 

1.18 

1.22

1.32 

1.50 

1.35 

1.25 

1.25

Discharge.

235 

212 

191 

163 

178

221 

308 

235 

191 

191

August.

Gage 

height.

1.05 

1.02 

1.00 

1.00 

.96

.95 

.96 

.94 

.92 

.92

Discharge.

120 

111 

105 

105 

94

91 

94 

89 

83 

83

September.

Gage 

height.

1.08 

1.05 

1.05 

1.05 

1.04

1.03 

1.02 

1.08 

l.OS 

1.15

Discharge.

129 

120 

120 

120 

117

114 

111 

129 

129 

152
PENNY BIVEE DBAINAGE BASIN. 141

Daily gage height, in feet, and discharge, in second-feet, of Snake River above Glacier Creek

for 1907 Continued.

Date.

11....................................

12....................................

13....................................

14....................................

15....................................

16.......... ........................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24....................................

25... ............................... ..

26....................................

27....................................

28....................................

29.................................... qft

31....................................

Mean. ...........................

Run-off, depth in inches on drainage

June.

Gage 

height.

1.90

1.85 

1.80 

1.55 

1.45 

1.40

Discharge.

540

510 

480 

335

283 

258

401

5

01

1.30

July.

Gage 

height.

1. 28 

1.25 

1.20 

1.20 

1.18

1.10 

1.12 

1.10 

1.18 

1.18

1.20 

1.18 

1.16 

1.22 

1.30

1.22 

1.18 

1.12 

1.08 

1.08 

1.05

Discharge.

204 

191 

170 

170 

163

135 

142 

135 

163 

163

170 

163 

156

178 

212

178 

163 

142 

129 

129 

120

177

9 cc

2.95

August.

Gage 

height.

0.91 

.90 

.98 

.97 

.90

1.04 

1.10 

1.10 

1.05 

1.00

1.05 

1.01 

.99 

1.00 

1.02

1.08 

1.10 

1.10 

1.10 

1.10 

1.08

Discharge.

80

77 

99 

97

77

117 

135 

135 

120 

105

120 

108 

102 

105 

111

129 

135 

135 

135 

135 

129

108 

1 56

1.80

September.

Gage 

height.

1.90 

1.68 

1.52 

1.47 

1.50

Discharge.

540 

408 

319 

293 

308

207 

3.00

1.67

PENNY BIVEB DRAINAGE BASIN. 

DESCRIPTION.

Penny River rises about 18 miles back from the seacoast and 

empties into Bering Sea about 10 miles west of Nome. Its drainage 

basin lies between the Snake and Cripple river basins and has a total 

area of 36 square miles. The Penny basin, which reaches a maximum 

elevation of about 2,000 feet, is relatively long and narrow, most of the 

tributaries, except Willow Creek, being short and steep.

A small amount of mining has been carried on along the lower 

river. The Sutton ditch diverts water from the river at a point about 

half a mile above the mouth of Willlow Creek, to the second beach 

line, about 3 miles east of the mouth of Penny River, near Jess Creek.

Two other ditches have been begun, one having its intake about 7 

miles above the Sutton intake and the other just below.

PENNY RIVER AND SUTTON DITCH AT INTAKE.

Gaging stations were maintained on the river and ditch during the 

mining season of 1907. One measurement on each was made in 1906.

The gages were located just below the dam and were read by 

employees of the United Ditch Co. Some shifting took place at both 

points, and no measurements were obtained at high stages on the 

river, but the data are accurate enough for ordinary comparisons.
142 SURFACE WATEB SUPPLY OF SEWABD PENINSULA.

Discharge measurements of Penny River and Button ditch at intake, in 1906 and 1907.

[Elevation, 120 feet.]

Date.

1906. 

Aug. 1...................... ...................................

1907. 

Tiilv 4

July 22.. .......................................................

Sept.!.............................'............................

Penny River.

Gage 

height.

Feet.

1.11 

.82 

1.30 

.99

Discharge.

Sec.-ft. 

6.2

31 

12.6 

42 

16.3

Button Ditch.

height.

Feet.

1.20 

1.49 

1.11 

1.32

Discharge.

Sec.-/*. 

29.7

28.2 

44.2 

24.6 

37.6

Daily gage height, in feet, and discharge, in second-feet, of Penny River and Button ditch

at intake for 1907.

[Drainage area 19 square miles. Observers, Peter Pedersen and E. B. Holdridge.]

Day.

1..............

3..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Mean. . 

Mean total..... 

Mean per square 

mile..........

Run-off, depth 

in inches on 

drainage area.

July.

River.

1

O

1.1 

1.1

1.3 

2.2 

1.6 

1.3 

1.3

1.3 

1.2 

1.4 

1 5 

1.2

1.2 

1.2 

1.2 

1.5 

I.*

1.5 

1.?

1.9

1.4 

1."

1.6 

1.5 

1.5 

1.4 

1.5 

1.6

0

fi

71 

56

41

irt>

' O

44

152 

79 

*4 

44

14 

84

55 

67 

34

34 

34 

34 

67 

44

67

44 

34

55 

55

79 

67 

67 

55 

67 

79

Ditch.

S 

O

i.2

1.2

1.25 

1.2 

1.2 

1.25 

1.2

1.2 

1.2 

1.2 

1 2 

1.1

1.1 

1.1 

1.1 

1.1 

1.1

1.1 

1.1 

1.1 

1.1 

1.0

1.0 

1.0 

1.0 

.9 

.8 

.7

...... 54.8 ...... 

78.7

4.14

4.77

3

29 

29 

29 

29 

29

32 

29 

29 

32 

29

23 

29 

29 

29 

23

23 

23 

23 

23 

23

23 

23 

23 

23 

18

18 

18 

18 

13 

9 

6

23.9

August.

River.

1 

1 

O

1.6 

1.4 

1.1 

1.1

.8

.8 

.7 

.7 

7 

.6

1.4 

1.2 

1.1 

.9

.8

1.0 

.9 

.8 

.8 

1.0

1.3 

1.3 

1.3 

1.2 

1.2 

l.J

Q

85 

85 

85 

85 

85

79 

55 

26 

26 

10

10

7 

7 

7 

4

55 

34 

26 

14 

10

19 

14 

10 

10 

19

44 

44 

44 

34 

34 

26

Ditch.

i

i

o

0.8 

.8 

1.0 

1.0 

1.2

1.2 

1.2 

1.2 

1.2 

1.2

1.2 

1.2 

1.2 

1.25 

1.3

1.25 

1.25 

1.3 

1.3 

1.5

1.2 

1.2 

1.2 

1.2 

1.2 

1.2

35.3 ...... 

59.1

3.11

3.58

§> 

Q

0 

0 

0 

0 

0

9 

9 

18 

18 

29

29 

29 

29 

29 

29

29 

29 

29 

32 

35

32 

32 

35 

35

47

29 

29 

29 

29 

29 

29

23.8

September.

River.

i 3 i

0

1.0 

1.0 

1.0 

1.0 

.9

.9 

.9 

.9 

1.0 

2.1

1.8 

1.6 

1 0 

1.0

1.8

1.8 

1.7 

1.3 

1.3 

1.3

1.3 

1.2 

1.1 

1.1 

1.1

1.1 

1.0

.9 

.9 

.8

Q

19 

19 

19 

19 

14

14 

14 

14 

19 

140

103 

79 

19 

19 

103

103 

91 

44 

44 

44

44 

34 

26 

26 

26

26 

19 

14 

14 

10

D'tch.

3

o%O

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

1.3 

1 3 

1.3 

.5

.5 

.8 

1.3 

1.3 

1.3

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

1.3 

1.3 

1.3 

1.3

...... 33.9 ...... 

65.7

3.46

3.86

O

35 

35 

35 

35 

35

35 

35 

35 

35 

35

35 

35 

35 

35 

0

0 

9 

35 

35 

35

35 

35 

35 

35 

35

35 

35 

35 

35 

35

31.8
CEIPPLE EIVEE DRAINAGE BASIN. 143

Discharge measurements of Penny River at Highline intake, 1906-7. 

[Elevation 410 feet.]

Date.

1906.

Aug. 1. ...................

Discharge.

Sec.-ft.

7.8

Per cent

of Sutton

intake.

22

Date.

1907.

July 22... .................

Aug. 30...................

Discharge.

Sec.-ft. ic 9

15.6

Percent

of Sutton

intake.

24

28

CRIPPLE RIVER DRAINAGE BASIN.

DESCRIPTION.

Cripple River enters Bering Sea about 12 miles west of Nome and 

drains an area of about 88 square miles. The basin is one-sided in 

character, for the principal tributaries, Upper Oregon, Slate, Aurora, 

Oregon, and Arctic creeks, all enter from the east.

Little systematic mining has been done except on Oregon Creek 

and Hungry Creek, one of its tributaries. Two ditches have been 

built. The Cripple River Hydraulic Mining Co.'s ditch has its intake 

just below Aurora Creek and extends down the right bank of the 

river for about 11 miles. The Cedric ditch is described below.

CEDEIC DITCH ABOVE PENSTOCK.

The Cedric ditch was built in 1905 to divert water for mining on 

Oregon, Hungry, Trilby, and Nugget creeks. It diverts water from 

Josie and Jessie creeks (tributary to Stewart River) into the Cripple 

River basin and after passing the divide picks up water from Upper 

Oregon (two forks), Slate, and Aurora creeks, which are its principal 

feeders, also from Daisy Swift Creek, Snowshoe Gulch, and three other 

small gulches. It has a total length of about 19 miles and a width of 

4 to 8 feet. The elevation of the head is about 870 feet and of the 

outlet 790 feet. The capacity of the lower half is about 25 secondfeet. Water is carried across Oregon Creek near the outlet by a 

siphon 2,970 feet long, consisting of 30-inch riveted steel pipe. There 

are about 6 miles of distributing ditches at the lower end.

The following measurements were made to determine the amount 

of water available for the ditch:

Water available for Cedric ditch in 1906 and 1907.

TkoioTT Rwiff rVaalr

July 15-17.

Sec.-ft. 

3.0

1.0

63.2

66.8

4.0

4.8

.5

18.3

1906.

July 30-31.

Sec.-ft. 

1.5

0.8

1.5

2.6

2.0

2.1

10.5

Aug. 19.

Sec.-ft. 

1.1

o.4

.6

1907.

Aug. 31.

Sec.-/*. 

o2.0

o3.0

o3.0

a3.5

3.1

2.4

17.0

* Estimated. * Measured below ditch level; only about half this amount is available for the ditch.
144 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

A regular station was established July 22, 1907, to determine the 

total flow of the ditch. The gage was located just above the penstock 

of the siphon across Oregon Creek. Part of the water was used in a 

giant connected with the bottom of the siphon and part was .used for 

hydraulicking about one-fourth mile beyond the siphon up Oregon 

Creek.

Discharge measurements of Cedric ditch above penstock in 1907.

Date.

July 22........... ...................................................................

Aug. 30.............................................................................

Aug. 31.............................................................................

Gage 

height.

Feet. 

0.80

.78

.76

.10

Discharge.

Sec.-ft. 

10.3

8.59

7.92

0

Daily gage height, in feet, and discharge, in second-feet, of Cedric ditch above penstock for

1907.

[Observer, F. S. Smith.]

Day.

1. .........

4..........

6..........

8..........

g

11..........

12..........

13..........

14..........

15..........

July.

1

0)

,3 

s>

8P o

o5

.1 

ft

August.

+5

3 ^

1o

1.00 

1.02 

1.02 

1.05 

.95

.88 

.80 

.92 

.90 

.90

.88 

.90 

.95 

.98 

.98

o5 

I 

ft

13.1 

13.5 

13.5 

14.0 

12.2

10.8 

9.3 

11.6 

11.2 

11.2

10.8 

11.2 

12.2 

12.7 

12.7

September.

I

0> ,d

0

8P

c

0.95 

.85 

.98 

.88 

.95

.95 

.98 

.95 

1.05 

1.20

1.25 

1.15 

1.05 

1.02 

1.10

o5

ft

12.2 

10.2

12.7 

10.8 

12.2

12.2 

12.7 

12.2 

14.0 

16.9

17.8 

16.0 

14.0 

13.5 

15.0

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27*..........

28..........

29..........

30..........

31..........

Mean.

July.

Jio> f) ' a>

8P

c

"o-'so"

.88 

1.00 

.98

1.00 

.90 

.88 

1.00 

1.10 

1.05

o5

1

 §

.3ft

"9. 3

10.8 

13.1 

12.7

13.1 

11.2 

10.8 

13.1 

15.0 

14.0

12.3

August.

.3 

C

1.05 

1.05 

1.08 

1.15

1.08

1.10 

1.10

.95

.95 

1.05

1.20 

1.10 

1.05 

1.00 

.85 

.80

......

o5 bO

.1 

ft

14.0 

14.0 

14.6 

16.0

14.6 

15.0

12.2 

12.2 

14.0

16.9 

15.0 

14.0 

13.1 

10.2 

9.3

12.9

September.

f

CD

8P

c

1.02 

1.05 

1.05

......

.65 

.68 

.60

.60 

.62 

.58 

.52 

.50

......

a>

I 

ft

13.5 

14.0 

14.0 

0 

0

0

0 

6.6 

7.1 

5.7

5.7 

6.1 

5.4 

4.5 

4.2

9.6
SINUK BIVEK DRAINAGE BASIN. 145

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Cripple River drainage basin.

Miscellaneoits measurements in Cripple River drainage basin in 1906 and 1907.

Date.

July 15,1906

July 16,1906

July 30,1906

Aug. 31,1909

July 16,1906

July 30,1906

Aug. 31,1907

July 16,1906

July 30,1906

Stream.

Cripple River. .

Slate Creek....

.....do.........

.....do.........

.....do.........

.....do.........

Creek.

.....do.........

Tributary to 

Bering Sea ....

Cripple River.

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

Locality.

Below Aurora Creek,

including C e d r i c

ditch.

.....do................

.....do................

.....do................

.....do................

.....do................

ditch.

Elevation.

Feet.

450

840

840

840

830

830

750

750

Discharge.

Sec.ft.

22

4.0

2.0

3.1

4.8

2.1

2.4

6.8

3.8

Drainage 

area.

Sq. mi.

8.4

Discharge 

per

square

mile.

Sec.~ft.

2.62

SINUK RIVER DRAINAGE BASIN. 

DESCRIPTION.

Shiuk River rises on the southern slope of the Kigluaik Range, 

adjacent to the headwaters of Grand Central River and of Thompson 

and Buffalo creeks. It flows in a southwesterly direction, entering 

Bering Sea near Cape Rodney. The upper portion of its drainage 

basin is mountainous. Some of the peaks reach elevations of more 

than 3,000 feet and the river itself rises at an elevation of over 1,000 

feet. The upper valley contains a large amount of glacial de*bris 

and rock slide. Near the mouth of Stewart River, which is the 

principal tributary, the river enters a lowland basin. The principal 

tributaries to the upper stream are Windy Creek and the outlet of 

Glacial Lake from the north, and Stewart River from the south. 

North Star Creek lies between Windy Creek and upper Sinuk River 

and is tributary to the former.

Little mining has been done in this basin, though gold has been 

found on a few streams. The only ditch which has been built to 

divert the water from its tributaries is the Cedric, which extends from 

Josie, Irene, and Jessie creeks over the divide from Cripple River. 

Upper Sinuk River could be diverted into Nome River either over 

the Buffalo divide, which has an elevation of 1,012 feet, or by way of 

Stewart River over the Silver Creek divide at a slightly lower level. 

63851° WSP 314 13 10
146 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Either of these diversions would require so much expensive and 

difficult construction that they have never been seriously considered.

Grand Central River and its tributaries, with their low-water flow 

reenforced by storage, will probably furnish as much additional 

water as the development of the Nome region will require, at a smaller 

cost than that at which it could be obtained from Sinuk River and 

Windy Creek. If a large body of ground adapted to hydraulic mining 

should be discovered hi the Sinuk River basin, the river will furnish 

a good supply of water at a high level.

It has been proposed to construct a ditch from upper Sinuk River 

to Irish Hill, an area of bench placer deposits near Washington Creek, 

a headwater tributary from the south of Cripple River, but this 

would require a long and expensive waterway.

Sinuk River and its tributaries, on account of the rather high elevations at which they rise, are affected by the freezing of their headwaters much sooner than Nome River and somewhat earlier than 

Grand Central River, which continues to receive warm water from 

springs after the surface begins to freeze. On September 22, 1907, 

Sinuk River had nearly gone dry on account of cold weather, and the 

discharge of Windy Creek had been noticeably affected, although 

the flow of Nome and Grand Central rivers had not been appreciably 

reduced.

The following gaging stations were maintained during 1907, and 

readings on the gages were obtained about once a week. Measurements had been made at the same points in 1906, but not often enough 

for an estimate of daily discharge to be made.

Upper Sinuk River at elevation 700 feet. 

Windy Creek at elevation 650 feet. 

North Star Creek at elevation 900 feet.

UPPER SINUK RIVER AT ELEVATION 700 FEET.

This station was originally located just below a small lake where 

fair measurements could be made. A gage was set on July 1, 1907, 

but the channel shifted so greatly that readings were of no value. 

It was reestablished about 1£ miles downstream on August 8, and a 

new measuring section was selected near the gage.

The results are only approximate but serve to give a general idea 

of the regimen of the stream.
SINUK EIVEE DBAINAGE BASIN. 147

Daily gage height, in feet, and discharge, in second-feet, of upper Sinuk River at elevation

700 feet, for 1907.

{Drainage area, 8.2 square miles.« Observer, Elmer Ackerson.]

Day.

1............

2............

3............

4............

5............

6............

7............

8............

9............

10............

11. ...........

12............

13............

14............

15............

16............

17............

18............

19............

20............

July.

Discharge.

670 

60 

54 

40 

48

652 

46 

42 

42 

60

80 

70 

675 

62 

52

44 

40 

50 

60 

80

August.

&.

1.28

1.27

1.49

Discharge.

36 '' 

35 

34 

31 

29

26 

24 

«26 

25 

25

24 

<J24 

24 

24 

22

60 

100 

82 

c?0 

46

September.

Gage 

height.

1.38

1.32

1.48

1.41

Discharge.

55 

<*46 

40 

50 

40

<*83 

30 

28 

60 

160

114 

90 

75 

c65 

58

62 

46 

641 

35 

32

Day.

21............

22............

24............

25............

26............

27............

28............

29............

30............

31............

Mean . . Mean per 

square mile 

Run-off, 

depth in 

inches on 

d r a i nage 

area. .......

July.

Discharge.

100

60 

56 

48 

42

38 

636 

29 

24 

28 

32

52.3 

8.44

9.73

August.

Gage 

height.

1.34

1.40

.......

Discharge.

54 

54 <*37 

34 

32

50

62 

«55 

80 

100 

70

45.0 

5.49

6.33

September.

Gage 

height.

1.21

.......

Discharge.

24

«7

53.7 

6.55

5.36

« Elevation, 770 feet, and drainage area, 6.2 square miles during July. 

* Measurement at elevation, 770 feet. 

e Measurement at elevation. 700 feet. 

<* Computed from gage reading. 

« Estimated; slush ice running.

NOTE. Other discharges were obtained by plotting a hydrograph passing through the known points 

and following the rise and fall of Nome and Grand Central rivers.

WINDY CREEK AT ELEVATION 650 FEET.

Windy Creek, the first large tributary of Sinuk River, lies between 

the main ridge of the Kigluaik Mountains and the headwaters of the 

Sinuk. It adjoins West Fork of Grand Central River, from which 

it may be reached by crossing a high divide. The topography is very 

rough, the creek disappearing in places among the large bowlders 

which form its bed.

The gaging station was located about 2 miles above the mouth of 

the creek. Measurements were made between the two lakes lying 

just below Mosquito Pass. This was the only practicable measuring 

section, but conditions were very poor. The gage was located in a 

permanent section just below the lower lake.
148 SURFACE WATEE SUPPLY OF SEWAED PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Windy Creek at elevation 650

feet, for 1907.

[Drainage area, 12 square miles. Observer, Elmer Ackerson.]

Day.

1..........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

Gage height.

1.36

1.36

<u So

5

o!28

96

90

100

112

120

116

114 

120

130

140

125 

6128 

105

85

74

66

70

80 

100

August.

height. Gage 

1.01

1.00

1.21

a

s

60

56 

52

50

49

34

qo

635

OJ

34

qo

033

33 

33 

32

90

125

100 

688 

60

September.

Gage height.

1.15

1.05

~i."20"

1.08

9 

g>

5

72 

«67 

56 

64 

54

«43

38 

36 

80 

200.

140 

110

90 

«79 

70

64 

56 

o50 

45 

40

Day.

21.. ........

99

23..........

24..........

25..........

26..........

97

oc

9Q

^0

31..........

July.

Gage height.

i.is

Mean per square

Run-off, depth in 

inches on drainage area.........

1 

O

130

80

76 

72

68

60

657 

48 

40

50

56

91.5

7-62

8.78

August.

height. Gage 

1.06

1.14

-----

9 g>

1

70

72

«45 

42

40

68

go

670 

90

120

82

59,2

4.93

5.68

September.

+*

XI £?

O

......

8,

M

5

30 

c!5

68.1 

5.68

4.65

o Computed from gage reading. 6 Measurements. « Estimated; slush ice running. 

NOTE. Other discharges were obtained in the same manner as those of Sinuk River.

NOETH STAR CREEK AT ELEVATION 900 FEET.

North Star Creek drains a high cirque lying between the basins of 

Windy Creek and Sinuk River. The gaging station was located about 

half a mile above the mouth of the canyon, where measuring conditions were fair and the channel only slightly shifting. The results are 

only approximate but serve the purpose of indicating the behavior 

of the stream in a general way.
SINUK EIVEE DRAINAGE BASIN. 149

Daily gage height, in feet, and discharge, in second-feet, of North Star Creek at elevation

900 feet, for 1907. 

[Drainage area, 2.3 square miles. Observer, Elmer Ackerson.]

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

height. Gage 

1.36

1.26

1.33

Discharge.

20

16

13

14

14

13 

14

16

20

22 

o23

17

14

12

10

13

17 

24

August.

height. Gage 

0.94

.97

1.10

S

8

7 

7

6

5

5 

4

04.8 

5

5

5

65.3 

5

5 

5

15

25

16 

o8.3 

7

September.

Gage height.

0.92

.94

1.08

1.00

Discharge.

7 

64.5 

4 

7 

6

64.8 

4 

4 

4 

40

30

20 

14

67.8 

7

7 

6 

65.7 

5 

4

Day.

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Mean.. 

Mean per sc mi|f>

July.

Gage height.

1.03

luare

Runoff, depth in 

inches on drainage area.. .......

Discharge.

30

20

16 

13

10

8

o5.5

5 

4

5

6

14.8 

6.43

7.4]

August.

Gage height.

0.97

1.13

......

Discharge.

8

8 

65.2 

5

4

8

12

o9.1 

14

20

10

8.3 

3.61

4.16

September.

Gage height.

0.75

......

3

3

c2.0

8.0 

3.87

3.16

a Measurements. 6 Computed from gage reading. c Estimated; slush ice running. 

NOTE. Other discharges were obtained in the same manner as those of Sinuk River.

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Sinuk River drainage basin:

Miscellaneous measurements in Sinuk River drainage basin, 1906 to 1909.

Date.

June 27,1906 

July 6,1906 

July 20,1906 

Aug. 3, 1906

Aug. 10,1906

Sept. 5,1909 

June 21,1906

June 27,1906 

July 13,1906

Aug. 3,1906 

Aug. 10,1906 

Sept. 6,1906

Sept. 5,1909 

Sept. 15, 1909

June 27,1906

July 6, 1906 

July 13,1906

July 20,1906 

Aug. 3,1906 

Aug. 10,1906 

Sept. 5,1909

July 15,1906 

July 17,1906

July 30,1906

Stream.

Sinnk River... 

.....do......... 

.....do......... 

.....do.........

.....do.........

.....do.........

Windy Creek.

.....do......... 

.....do.........

.....do......... 

.....do......... 

.....do.........

.....do......... 

.....do.........

Creek. 

.....do......... 

.....do.........

.....do......... 

.....do......... 

.....do......... 

.....do.........

Stewart River. 

.....do.........

.....do.........

Tributary to 

Bering Sea.... 

.....do........ 

.....do........ 

.....do........

.....do........

.....do........ 

Sinuk River..

.....do........ 

.....do........

.....do......... 

.....do........ 

.....do........

.....do........ 

.....do........

.....do........ 

.....do........

.....do........ 

.....do........ 

.....do........ 

.....do........

Sinuk River.. 

.....do........

.....do........

Locality.

Below upper lake ..... 

.....do................ 

.....do................ 

.....do................

.....do................

.....do................ 

Level of ditch from 

Buffalo divide. 

.....do................

.....do................ 

.....do................ 

.....do................

.....do................ 

.....do................

.....do................ 

.....do................

.....do................ 

.....do................ 

.....do................ 

.....do................

Below Mountain Creek 

.....do................

.....do................

Elevation.

Feet. 

770 

770 

770 

770

770

770 

1,100

1,100 

670

670 

670 

670

670 

670

900

900

eoo

900 

900 

900 

900

400 

400

400

Discharge.

Sec.-ft. 

33 

37 

36 

20

24

12.4 

49

17.1

48

32 

o35 

o32

20 

o!8

9.8

18.1 

16.4

3.9 

3.0 

2.9 

1.93

74 

49

o26

Drainage 

area.

Sq. m. 

6.2 

6.2 

6.2 

6.2

6.2

6.2 

5.9

5.9 

12.0

12.0 

12.0 

12.0

12.0 

12.0

2.3

2.3 

2.3

2.3 

2.3 

2.3 

2.3

36 

36

36

Discharge 

per 

square 

mile.

Sec.-ft. 

5.32 

5.97 

5.81 

3.23

3.87

2.00 

8.30

2.90 

4.00

2.67 

2.92 

2.67

1.67 

1.50

4.26

7.87 

7.13

1.70 

1.30 

1.26

.84

2.06 

1.36

.72

i Estimated from reading on reference point.
150 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Miscellaneous measurements in Sinuk River drainage basin, 1906 to 1909.

Date.

Aug. 12,1906 

July 15,1906

July 17,1906 

July 30,1906 

Aug. 19,1906

July 15,1906

July 17,1906

July 29,1906

Aug. 19,1906

July 15,1906

July 17,1906

July 30,1906

Aug. 19,1906

July 15,1906

July 16,1906

July 17,1906

July 30,1906

Aug. 19,1906

Stream.

Stewart River. 

Slate Creek o...

.....do......... 

.....do......... 

.....do.........

Josie Creek....

.....do.........

.....do.........

.....do.........

Irene Creek....

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

Tributary to 

Sinuk River . .

Stewart River.

.....do........ 

.....do........ 

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

Locality.

Below Mountain Creek 

Near level of Divide 

Creek divide. 

.....do................ 

.....do................ 

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

Elevation.

Feet. 

400 

680

640

700 

700

870

870

870

870

860

860

860

860

860

800

800

860

860

Discharge.

Sec.-ft. 

11.4 

6.7

4.4 

2.8 

2.2

63.0

3.0

1.5

1.1

&4.0

1.0

6.4

4.0

3.5

3.2

1.5

.6

Drainage 

area.

Sq. m. 

36 

2.1

2.1 

2.1 

2.1

Discharge 

per 

square 

mile.

Sec.-ft. 

.32 

3.19

2.10 

1.33 

1.05

a Slate Creek enters Stewart River from the north about 2 miles below its head. 

& Estimated.

TEIBUT ABIES OF EM. UK UK BASIN. 

FALL, POND, AND GLACIER CREEKS AND SNOW GULCH.

Fall, Pond, and Glacier creeks and Snow Gulch are short, swift 

streams which rise in glacial cirques on the north side of a spur of 

the Kigluaik Mountains and flow into the south side of Imuruk 

Basin. There are good-sized lakes on Fall and Pond creeks at an 

elevation of a little more than 1,200 feet, and smaller lakes near the 

heads of Pond and Glacier creeks at higher elevations.

Weirs were installed on these creeks in the fall of 1906 by W. L. 

Leland. The one on Fall Creek was 24 feet long and the others each 

12 feet. On account of the unfavorable locality and the formation 

of the stream bed, it was necessary to construct low weirs, which were 

without a free fall, and which permitted considerable leakage.

On September 5, 1906, a measurement was made of each of the 

streams, except Pond Creek, which through its whole course flows 

over bowlders so rough that a measurement is practically impossible. 

These measurements were referred to the weirs and coefficients 

derived, from which rating tables were made out. The daily discharges computed for the period for which readings on the wen's were 

thus made are available, but they are only approximate.

Discharge measurements of Fall and Pond creeks and Snow Gulch in 1906.

Date.

Sept. 5 

5 

6

Stream and locality.

Fall Creek below 

Glacier Creek bel

Into

Elevation.

Feet. 

1,208 

1,212 

1,212

Height 

on weir.

Inches. 

5 

4 

3i

Discharge.

Sec.-ft. 

34 

10 

9.7
GRAND CENTRAL RIVER DRAINAGE BASIN. 151 

' Daily discharge, in second-feet, of Fall, Pond, and Glacier creeks for 1906.

Day.

A ner Q

Aug. 11............

Aug. 12............

Aug. 13............

And 111

Aug. 15............

Aug. 16............

Aug. 18............

Fall 

Creek.

oo

45

54

45

40

37

32

34

Pond 

Creek.o

<y>

21

16

16

Glacier 

Creek. Day.

Aug. 20............

Aii» 91

Aug. 22............

Aug. 23............

A 110 <Xi

Sept. 5............

Fall

Creek.

37

40

45

112

83

34

Pond 

Creek.a

23

27

21

62

48

28

21

16

Glacier 

Creek.

11

10

o The discharges for Pond Creek are based on the same rating as those for Glacier Creek, but it is not 

certain just how closely this rating is applicable.

COBBLESTONE RIVER.

Cobblestone River rises on the north side of the mountains, opposite the head of Windy Creek, from which it is separated by a low 

divide called Mosquito Pass, and flows northward into Imuruk Basin. 

It is about 20 miles long and drains an area of 84 square miles. 

Practically the entire drainage area has been glaciated and is very 

rough and rugged. Most of the tributaries enter from the west; the 

largest, Oro Grande Creek, joins the main stream about 6 miles below 

Mosquito Pass. This basin is seldom visited either by travelers or 

by prospectors. Placer gold has not been found along its course, 

but there are some deposits of graphite in the mountains near the 

head of the stream.

Cobblestone River, in common with the other streams north of the 

mountains, could furnish a large amount of water power. The most 

feasible project is thought to exist near its lower course, where a 

head of 400 to 500 feet could be developed and a partly controlled 

flow obtained. Two measurements were made of the river about 1£ 

miles below Oro Grande Creek, at an elevation of about 500 feet, in 

order to obtain a general idea of the run-off from this area and the 

amount of water available for power development. The results 

of the measurements are as follows:

August 17, 1908, 227 second-feet. 

September 16, 1909, 127 second-feet.

The later measurement is probably below the normal flow, because 

the headwaters begin to freeze at about this date.

GRAND CENTRAL RIVER DRAINAGE BASIN. 

DESCRIPTION.

Grand Central River drains a high, rugged area of 51 square miles 

lying in the heart of the Kigluaik Mountains. West Fork, which may 

be considered the head of the main stream, rises south of Mount 

Osborn, flows in an easterly direction for about 4 miles, and is joined 

by North Fork. Below this junction the river flows southeastward
152 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

for about 8 miles and enters the upper end of Salmon Lake. The 

principal tributaries are North Fork, Gold Run, and Rainbow Creek 

from the northeast, and Crater Lake outlet, Thompson, Thumit, 

Nugget, Jett, and Morning Call creeks from the southwest and south. 

The upper basin is surrounded by mountains 3,000 to 4,000 feet or 

more highj including Mount Osborn, the highest point in Seward 

Peninsula, which reaches an elevation of about 4,700 feet.

Practically the whole drainage basin has been glaciated. The 

lower valley is filled to a great depth with gravel and outwash material. Soundings taken in Salmon Lake near the upper end indicate 

depths up to 139 feet, and it is probable that bedrock lies at a still 

greater depth. There are well-defined moraines near the mouth 

of each of the tributary gulches in the mountains, that of Thompson 

Creek being especially distinct. These moraines consist of masses 

of angular fragments, gravel, and finer materials. Their surfaces are 

very irregular and contain many small depressions which form lakes 

during wet seasons and drain dry during the periods of drought. 

Some of the valleys present a steplike appearance caused by a 

periodic retreat of the glaciers. Several basins of glacial origin 

contain small lakes, the largest of which are Crater Lake, tributary 

to West Fork, and the lake at the head of Gold Run. There are no 

less than half a dozen well-defined cirques in the basin, the most 

notable being the one at the head of North Fork, which is probably 

the most impressive scenic feature of Seward Peninsula. The 

vertical rock walls rise on three sides of the cirque to elevations of 

2,000 to 3,000 feet above the river and the small glacier in which it 

heads. The glaciers have disappeared from the heads of the valleys 

so recently that the alders which abound in the lower part of the 

drainage basin do not seem to have had time to establish themselves 

in the upper valleys, which are bare of vegetation, except for a few 

mosses and grasses.

The snow, protected from the direct rays of the sun by the steep 

walls of the valleys, is retained well into the summer. The highest 

water from the melting snow usually occurs late in June and the 

run-off from this source is well maintained until about the middle 

of July. The low water is thus delayed until a later period than on 

Nome River and streams farther south. The minimum stage for 

the summer usually occurs just before the freeze-up in September. 

The season is short on account of the high elevation. The streams 

freeze fully a week earlier than Nome River, and the period in which 

ditches can be operated is a week or 10 days shorter on each end of 

the season. This period will not average more than 70 or 80 days 

unless the snow is removed from the ditch at heavy cost in the early 

summer. The lowest rock exposed by the cutting of the streams and 

glaciers at the head of Grand Central River is a massive limestone,
GBAKD CENTEAL EIVEE DEAINAGE BASIN. 153

which furnishes many springs and helps to maintain the flow of the 

river. The largest spring is on North Fork, about a mile above the 

junction, at an elevation of about 860 feet.

The Grand Central drainage basin is separated from that of Nome 

River by the Nugget divide, which has an elevation of 785 feet. This 

elevation makes possible the diversion of practically all the water 

from the head of the river and its tributaries into the Nome River 

basin, where it can be made available for mining. Two conduits 

for the purpose of making such diversions have been started, the 

Grand Central branch of the Miocene ditch and the wood-stave pipe 

line of the Wild Goose Mining & Trading Co., both of which are 

described elsewhere. (See pp. 108, 263.) It is proposed to reenforce 

the low-water flow of the streams by means of storage, which may be 

obtained on Crater Lake and possibly on the Gold Run lake. Mining 

operations have never been carried on hi this basin, and very little 

prospecting has been done except on one or two lodes near Copper 

Creek.

Grand Central River and its tributaries could be made to furnish 

abundant water power if occasion demanded, but its waters are of 

more value for hydraulic mining and have been developed for such 

use. Gold Run is the best adapted to power development of all 

the tributaries, as a fall of nearly 1,000 feet could be obtained with 

only about 2 miles of flume and pipe leading from the lake. The flow 

is fairly well maintained and could be supplemented during periods 

of low water by water stored hi the lake.

The following stations have been maintained in the Grand Central 

River drainage basin:

West Fork of Grand Central River at pipe intake, 1906-7.

West Fork of Grand Central River at ditch intake, 1906-7.

West Fork of Grand Central River at the forks, 1907-1909.

Grand Central River below the forks, 1906, 1908-1910.

Grand Central River below Nugget Creek, 1906.

Crater Lake outlet, 1906-1909.

North Fork of Grand Central River at pipe intake, 1906-7, 1909.

North Fork of Grand Central River near ditch intake, 1906.

North Fork of Grand Central River at the forks, 1907.

Gold Run near mouth of canyon, 1906-7.

Thompson Creek near ditch intake, 1906-1909.

WEST FOEK OF GEAND CENTEAL EIVEE AT PIPE INTAKE.

West Fork drains an area of 7.7 square miles lying between Mount 

Osborn on the north and the headwaters of Sinuk River and Windy 

Creek on the south. It joins North Fork at an elevation of about 

700 feet to form Grand Central River proper. Its basin is diversified 

by cirques, lakes, moraines, and rapidly falling streams. Its principal tributary is Crater Lake outlet, which enters from the south about
154 SURFACE WATEB SUPPLY OF SEWAED PENINSULA.

half a mile above the mouth. There are several small springs in the 

stream valley just above the mouth of the lake outlet. A lateral 

of the Wild Goose pipe line about 1^ miles long has its intake on West 

Fork at an elevation of about 1,010 feet and extends to Crater Lake. 

Measurements were begun near the intake in 1906, to determine 

the amount of water available for the lateral, and have been continued at intervals since that tune. A gage was established in 1907, and 

some readings were made in that year and in 1909. Daily discharges 

have been computed by means of a hydrograph and by comparisons 

with data at stations farther down the stream for 1906 and 1907.

Daily gage height, in feet, and discharge, in second-feet, of West Fork of Grand Central 

River at pipe intake, for 1906 and 1907.

[Drainage area, 2.8 square miles.]

Day.

2...........................

4...........................

5...........................

6...........................

7...........................

8...........................

9

10...........................

11...........................

12...........................

13...........................

14...........................

15...........................

16...........................

17...........................

18...........................

19...........................

20...........................

21...........................

22...........................

23...........................

24...........................

25...........................

26...........................

27...........................

28...........................

29...........................

30...........................

31...........................

Run-off, depth in inches on 

drainage area. . .......

1906 (discharge).

July.

o!9 

18 

15 

18

o45 

72 

52 

45 

32

27 

32 

27 

20 

20

23 

o!5 

44 

32

025

19 

19 

16 

14 

13 

12

27.0 

9.64

8.96

August.

12 

12 

12 

14 

14

o!2 

12 

10 

9

8

9 

11 

10 

9

8

8 

o7.6 

8 

8 

7

12 

16 

30 

ol8.5 

15

19 

27 

24 

24 

22 

22

13.9 

4.96

5.72

September.

22 

19 

16 

12 

9

9 

8 

8 

o7.3

7

7 

7 

7 

6 

6

6 

6 

7

9.4 

3.36

2.25

1907

July.

Gage 

height.

1.27

o.98

Discharge.

31 

29 '

o47

48 

29 

30 

26 

24

22 

20 

22

26 

31

44 

29 

26 

24 

24

ol9.3 

18 

15 

12 

18 

20

26.4

8.42

August.

Gage 

height.

0.86

.91

.90

Discharge.

14 

14 

14 

14 

12

oll.3

12 

15 

15 

13

13 

13 

613.7 

14 

12

52 

35 

19 

14 

18

20

18 

14 

12 

o!2

12 

12 

11 

39 

33 

26

17.6

6.29

7.25

September.

height.

0.88

1.02-

Discharge.

13

15 

15 

11 

611.5

11 

12 

13 

20 

74

54 

40 

28 

25 

25

623 

17 

13 

12 

12

12 

10 

11

20.5 

7.32

6.26

o Measurements.

6 Estimate based on gage readings. Other discharges are obtained by taking about the same percentage 

of the flow at elevation 860 feet as was found on the dates of measurements. Gagings on June 19,1906, 

gave 28 second-feet, and on June 26, 26 second-feet.
GBAND CEHTRAL'BIVEB DBAINAGE BASIK. 155

Gage heights and discharge of West Fork of Grand Central River at pipe intake in 1909

and 1910.

[Elevation 1,010 feet.]

Date.

1909 

July 10

8

1910 

Sept. 5

14

Hydrographer.

Measurements.

Smith and Lane... 

F. F. Henshaw. . . .

.....do.............

E.G. Smith.......

Gage 

height.

Feet. 

0.90 

.52

.48

.26

Discharge.

Sec.-ft. 

32 

7.3

5.1

L56

1L5

19.4

Date.

Gage readings.

1909. 

July 14.......................

Sept. 2... .....................

Sept. 10.......................

Gage 

height.

Feet.

a 70

.65

.37

.34

Discharge.

Sec.-ft. 

15.0

12.5

3.2

2.6

WEST FORK OF GRAND CENTRAL RIVER AT DITCH INTAKE.

The Miocene ditch, when completed will divert the water from 

West Fork near the mouth of Crater Lake outlet at an elevation 

of about 850 feet. On June 19, 1906, measurements were begun just 

above the mouth of the lake outlet, to determine the amount of 

water available for the ditch, and the gage was established July 2 

of that-year. Regular readings were made until the end of 1907, 

when the station was discontinued in favor of one just above the 

forks, described elsewhere. Measuring conditions at the station 

are excellent, but as the channel is of a shifting character the results 

are somewhat doubtful for certain periods.

The minimum recorded discharge for one week was 20.3 second-feet, 

for September 12 to 18, 1906, but a much lower stage was reached 

in 1908 and 1909.

Discharge measurements of West Fork of Grand Central River at ditch intake, 1906 to 1910.

[Elevation, 850-feet.]

Date.

1906.

July 1.. ......................

July 10.......................

July 11........... ............

July 22. ......................

July 24. ......................

July 25. ......................

Aug. 6.... ....................

Aug. 16.......................

1907. 

Julys........................

height.

Feet.

1.65

1.53

L20

L41

L34

1 19

i.Ci

1.30

Discharge.

Sec.-ft. 

40

38

29

115

86

38

58

50

31

23

69

Date.

1907. 

July 16.......................

July 26. ......................

Aug. 6.. ......................

Sept. 5..... ........ ...........

1910.

Sept. 14o.....................

Gage 

height.

Feet. 

L18

1.13

L01

L18

1.18

1.37

Discharge.

Sec.-ft. 

51

44

32

35

39

48

36

44

33

 Measurements made by K. G. Smith.
156 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of West Fork of Grand Central 

River at ditch intake for 1906 and 1907.

[Drainage area, 5.4 square miles. Observers, J. E. Styers and Cornelius Edmunds.]

Day.

1..............

3..............

4..............

6..............

7..............

8..............

9

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Mean. .... 

Mean per square 

Run-off, depth 

inches on dra 

area..........

1906

July.

height. Gage 

1.10 

1.00 

1.10 

1.80

1.65

1.53 

1.75 

1.60 

1.55 

1.45

1.40 

1.45 

i.40 

1.30 

1.30

1.35 

1.20 

1.52 

1.41 

1.33

1.25 

1.25

1.20 

1.15 

1.14

mile, 

in

mage

Discharge.

29 

23 

22 

23 

162

lie

88 

144 

103 

90 

70

61 

70 

61 

47 

47

54 

36 

83 

63 

51

42 

42 

39 

36 

32 

31

62.0 

11.5

11.5

August.

height. Gage 

1.12

1.12 

1.15 

1.11

1.02

1.05 

1.10 

1.08 

1.05

1.01 

1.00 

1.00 

1.00 

.93

1.12 

1.20 

1.39 

1.21 

1.16

1.22 

1.35 

1.30 

1.30

1.27

......

......

<B 

SO

1

3

30

30 

30 

34 

34

30 

32 

29 

26 

23

25

28 

27 

25 

24

23 

22 

22 

22 

21

30 

36 

60 

37 

33

38 

54

47 

47 

44 

44

32.5 

6.02

6.94

September.

Gage height.

1.27 

1.24 

1.20 

1.12 

1.03

1.05 

1.05 

1.02 

1.01 

1.00

1.00 

1.00 

.98 

.95 

.92

92 

.92 

1.00

1.60

......

Discharge.

44 

40 

36 

30

27

25 

25 

23 

23 

22

22

22 

21 

20 

19

19 

19 

22

al03

25.5 

4.72

3.16

1907

July.

height. Gage 

1.30

1.51

1.18

1.20 

1.13

1.10

......

Discharge.

69 

65 

107

110 

65 

68 

60 

54

51 

45 

50 

60 

70

100 

65 

58 

54 

54

45 

42 

34 

28 

41 

45

60.0 

11.1

9.90

August.

Gage height.

1.08

1.06 

1.08 

1.15 

1.15 

1.09

1.10 

1.10 

1.12 

1.12 

1.07

1.49 

1.43 

1.38 

1.25 

1.35

1.40 

1.35 

1.25 

1.20 

1.18

1.19 

1.20 

1.18 

1.50 

1.48 

1.38

......

......

Discharge.

45 

44 

43 

43 

39

37 

39

47 

47 

40

41 

41 

43 

43

38

103

77 

60 

43 

56

63 

56 

43 

37 

35

36 

37 

35

98 

82 

66

50.2 

9.30

10.7

September.

height. Gage 

1.20 

1.25 

1.10 

1.15 

1.15

1.15 

1.12 

1.10 

1.35

1.85

1.75 

1.60 

1.45 

1.40 

1.40

1.37 

1.32 

1.30 

1.28

1.28

1.27 

1.22

......

......

s

41 

47 

31 

36 

36

36 

33 

31 

61 

149

109 

84 

59 

52 

52

48 

42 

40 

38

38

37 

32

35

50.7 

9.39

8.03

o Not included in mean.

NOTE. Discharges tor 1907 have been computed from four rating tables on account of the shifting channel conditions, and are somewhat uncertain. Discharges tor days between July 8 and August 5, when the 

gage was not read, were obtained by the aid of a hydrograph.

WEST FORK OF GRAND CENTRAL RIVER AT THE FORKS.

This station was established July 8, 1907, in order to show the total 

flow of West Fork above its junction with North Fork, and records 

were maintained during the three years following. Measurements 

were made below the forks and the discharge of North Fork subtracted to give that of West Fork, except at extreme low water, when 

good measurements may be made in a short section of smooth water 

just above the junction.
GRAND CENTRAL EIVEE DRAINAGE BASIN. 157

The lowest mean discharge for one week was 15.6 second-feet, September 15 to 21, 1909. The values, for all except the last day of this 

period were interpolated, but the mean is probably near the true 

average discharge for the week on account of the gradual decrease in 

supply due to freezing near the head of the stream.

Discharge measurements of West Fork of Grand Central River at the forks in 1907-1910.

[Elevation, 690 feet.]

Date.

1907. 

July 10.......................

July 16. ......................

July 26. ......................

Aug. 13. ......................

Aug. 26... ....................

Sept. 17.......................

1908. 

JulyS........................

July 15. ......................

Aug. 14.......................

£&

Feet. 

1.&S

L77

L74

1.65

1.61

L71

L62

1.70

L42

1.65

Discharge.

Sec.-ft. 

107

80

77

50

46

61

44

61

26

25

77

Date.

1908.

Sept. 26..... ..................

1909.

July 18. ......................

Aug.8...... .................

Sept.4....... ................

1910.

Gage 

height.

Feet. 

L55

L40

1.10

.96

.95

.89

1.22

Discharge.

Sec.-ft.

47

23

33

25

24

17.7

50

54

37

a Measurements by R. G. Smith.

Daily gage height, in feet, and discharge, in second-feet, of West Fork of Grand Central River

at the forks for 1907-1909.

[Drainage area. 7.7 square miles. Observers, Cornelius Edmunds, 1907; Walford, Letson. and Chapman,

1908-9.]

Day.

1907. 

1..........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13... ........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

Gage height.

1.93

1.88

1.77

8,

5

129 

95 

112

125 

90 

95

88 

80

79 

70 

75 

85 

100

August.

Gage height.

1.72 

1.71 

1.70 

1.70 

1.65

1.60 

1.60 

1.62 

1.64 

1.62

1.62 

1.65 

1.62 

1.65 

1.62

1.88 

2.00 

1.92

1.88 

1.78

Discharge.

66 

64 

61 

61 

50

42 

42 

45 

48 

45

45

50 

45 

50

45

112 

154 

125 

112

82

September.

Gage height.

1.82 

1.78 

1.63 

1.72 

1.68

1.68 

1.76 

1.84 

2.07 

2.70

2.37 

2.12 

1.82 

1.80 

1.80

1.74 

1.70 

1.67 

1.62 

1.61

Discharge.

93

82 

47 

66

57

57 

77 

99 

179 

406

287 

197 

93 

87 

87

71 

61 

54 

45

44

Day.

1907. 

21..........

99

23..........

24..........

OK

! 26..........

27..........

28..........

29..........

30

31..........

Mean. 

Mean per s< mile....... 

Run-off, dep 

inches on t 

age area

July.

Gage height.

1.75

1.75 

1.70 

1.65 

1.60 

1.68 

1.70

juare

;h in

rainDischarge.

140 

90 

80 

76 

74

74 

61 

50 

42 

57 

61

84.5 

11.0

9.82

August.

Gage height.

1.82 

1.78 

1.72 

1.65 

1.64

1.63 

1.64 

1.65 

2.32

2.38 

.88

......

Discharge.

93

82 

66 

50

48

47 

48 

50 

276 

291 

115

81.0 

10.5

12.1

September.

Gage height.

1.59 

1.54 

1.61

&

1

41 

34 

44

100 

13.0

11.1
158

Daily gage height, in feet, and discharge, in second-feet, of West Fork of Grand Central River

. ., . , . . ^ 9 Contii

SURFACE WATER SUPPLY OF SEWARD PENINSULA.

and discharge, in second-feet, of West Fori 

at the forks for 1907-1909 Continued.

Day.

1908. 

1..........

3..........

5..........

6..........

7..........

g

10..........

11..........

12..........

13

14..........

15..........

16..........

17..........

18..........

19..........

20..........

21..........

23..........

24..........

25..........

26..........

97

28..........

29..........

30..........

31..........

Mean. 

Mean per 

square 

mile...... 

Ru n-off, 

depth in 

inches on 

drainage 

area......

July.

I 53 

a

o

1.44 

1.42 

L42

1.49 

L65 

1.50 

1.43 

L42

1.42 

1.42 

1.43 

1.40 

1.40

1.40 

1.39 

L35 

L37 

L35

1.35 

1.35 

1.37 

1.38 

1.80 

1.90

P

70 

62 

55 

48 

40

35 

32 

28 

25 

25

35 

77 

36 

26 

25

25 

25 

26 

22 

22

22 

21 

18 

20 

18

18 

18 

20 

20 

130 

170

39.2 

5.09

5.87

August.

1<D

8P o

1.62 

1.55 

L60 

1.65 

L90

L72 

L60 

L60

L53 

L50

L90 

1.75 

L68 

1.60

1.60 

1.55 

1.55 

L70 

L65

1.60 

1.60 

1.70 

1.60 

L68

1.65 

L60 

1.45 

1.40 Tee'

m

|

5

67 

48 

60 

77 

170

101 

60 

60 

43 

36

36 

170 

112 

87 

60

60

48 

48 

94

77

60 

60 

94 

60

87

77 

60 

29 

22 

22 

80

69.8 

9.06

10.4

September.

-a

JS

o

1.60 

L59 

L55 

L53 

L50

"

"

L45

L45

"

L43

....

"

1.40 

1.40

....

......

......

g, 

P

60 

58 

48 

43 

36

34 

32 

31 

30 

29

29 

29 

29 

29 

29

28 

27 

26 

26 

26

25 

24 

23 

22 

22

22 

22 

22 

22 

22

30.2 

&92

437

Day.

1909. 

1..........

2. .........

3..........

4..........

5..........

6..........

7..........

9..........

10..........

11..........

12..........

is

14..........

15..........

16..........

17..........

18..........

19..........

20..........

21..........

22

23..........

24..........

OC

26..........

27..........

OQ

29..........

on

31..........

Mean. 

Mean per 

sq uare 

mile...... 

Run-off, 

depth in 

inches on 

drainage 

area......

July.

1

5

1 

O

L10 

L10 

1.10 

1.10

1.08 

1.06 

1.03 

1.00 

L01

LOO 

LOO 

.98 

.99

.98 

.97

ft

122

118 

118 

112 

106

110 

107 

104 

101 

98

94 

90 

81 

72 

60

52 

50 

50 

50 

50

46 

41 

36 

31 

33

31 

31 

28 

30 

28 

27

68.0

8.83

10.18

August.

4i

£ 

1

O

0.96 

.98 

LOS 

L05 

L01

LOO 

.98 

.96 

L10 

L14

LOS 

LOO 

L04 

L02 

L01

LOO 

.99

......

|

25 

28 

36 

39 

33

31 

28 

25 

50 

60

39 

31 

37 

34 

33

31 

30

29

28 

28

27 

26

26

25

24

24

91

20

20

22

20

30.0 

3.90

4.50

September

!<DSo

ffl

O

0.90 

.90 

.89 

.90 

.91

.90 

.90 

.89 

.89 

.89

.88 

.88 

.89 

.88

.85

!

3

fl

19.0 

19.0 lai

19.0 

20

19.0 

19.0 

18.1 

18.1 

18.1

17.2 

17.2 

18.1 

17.2 

17

16 

16 

16 

15 

15

145

17.5 

2.27

L77

GRAND CENTRAL RIVER BELOW THE FORKS.

This station, which was established July 1, 1906, shows the total 

discharge of upper Grand Central River available for diversion over 

the Nugget divide. The gage is located just below the point where 

the waters from the two forks meet. Measurements were made about 

a quarter of a mile below the gage at a point where conditions for 

measurements are good. No gage heights were observed at this 

point in 1907,forthe reason that records were kept on both West Fork 

and North Fork near their junction, but the channel was found to be 

more stable here than at the North Fork station, and observations 

were therefore resumed in 1908. The discharge for a part of 1910
GBAETD CEBTTBAL EIVEE DBAIBTAGE BASIN. 159

has been estimated for comparison with other records. This discharge is computed from the inflow to Salmon Lake, which is determined by records of the flow of Kruzgamepa River at the outlet of 

the lake.

A record of the maximum discharge of the river would be of considerable value, but the flow can only be estimated. The discharge 

for July 8, 1906, estimated from the outflow and rise of Salmon Lake, 

is 1,160 second-feet. The maximum must have been at least onethird greater. The observer estimated the maximum gage height on 

that date to be 4 feet, but this estimate is likely to be in error because 

the gage did not extend high enough to record this stage. It indicates, however, that a maximum crest discharge of 1,500 second-feet, 

or approximately 100 second-feet to the square mile of drainage area, 

is not improbable. As the discharge at Salmon Lake was considerably greater in the flood of September, 1910, the discharge of Grand 

Central River must also have exceeded that noted above. The 

minimum discharge recorded for one week, September 15 to 21, 1909,' 

is 30 second-feet. The discharge for each day except the last day 

of this period was interpolated, but the mean is probably nearly the 

true average discharge for the week, because the supply gradually 

decreased as the water froze near the head of the stream.

Discharge measurements of Grand Central River below the forks, 1906 to 1910. 

[Elevation, 680 feet.]

Date.

1908. 

July 1. ....... ................

July 11. ......................

Julv 24.. .....................

July 24.. .....................

July 26.. .....................

Aug. 7........................

Aug. 17..... ..................

1S07. 

July 10.......................

July 16..... .................. 

July 26. ......................

Aug. 13.......................

Gage 

height.

Feet. 

0.95

L40

L29

1.22

1.10

.89

.79

L33

f Ort

L19 

L02

.97

L06

Discharge.

8ec.-ft. 

63

180

140

129

101

66

64

145

121 

119 

85

72

89

Date.

190& 

JulyS........................

July 15.......................

Aug. 14.......................

1909.

July 11°.-. ---.......-.-. -..-- 

July 18.. .....................

Aug. 4........................ 

Aug. 8........................

Sept.4... ............ ......

1910.

Gage 

height

Feet. 

0.73

.68

L10

.90

.57

1.10

.79

.67 

.54

.46

Discharge.

8ec.-ft. 

56

50

123

71

33

125

64

52 

40

32

89

106

65

a Measurements made by E. 6. Smith,
160 SUEFACE WATEB SUPPLY OF SEWAKD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Grand Central River below the 

forks far 1906 and 1908-1910.

[Drainage area, 14.6 square miles. Observers, J. E. Styers and Fred Walford, 1906, 1908; Letson and

Chapman, 1909-10.]

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.............

Mean. . . Mean per 

square mile . 

Run-off, depth 

in inches on 

drainage area

1906

June.

a 

if 

&

O

......

<D 

fi

150 

140

120 

110 

100 

90 

75

112 

7.67

2.00

July.

i f

o

0.95 

.90 

.95 

1.05

1.70 

1.45

1.45 

1.42

1.40 

1.10 

1.05 

1.10

1.10 

1.00 

1.28 

1.29 

1.18

1.10 "i.'io"

1.00 

1.00 

.90

<D

I

.X

Q

63 

56 

63 

80 

190

140 

140 

1,160 

760 

300

198 

280

198 

187 

168

160 

180 

100 

91 

100

100 

82 

143 

145 

118

100 

100 

100

82 

82 

67

185 

12.7

14.64

August.

!

o

0.90 

.90 

.90 

.95

.90 

.98 

.94 

.90

.81

.79

.78

1.08 

1.02

"i.'25" 

1.25 

1.15 

1.12

£> .a

Q

67 

67 

67

74 

74

67 

79 

73 

67 

65

66 

68 

65 

62 

59

56

54

CO

53 

65

59

91 A

96 

86

140 

210 

135 

135 

111 

104

85.?

K QA

6.73

September.

+s

!

o

1.10

1.05 

1.00 

.95 

.93

.80

.78

.75 

.75 

.75 

.72

.71

1.72

......

......

1

100 

91 

82 

74

72

67

63

59 

55 

54

53 

50 

50 

50 

48

47 

47 

54 

180 

420

510 

310 

200 

200 

170

110 

130 

100 

90 

80

121 

8.29

9.25

1908

July.

i

£ 

o

0.74 

.62 

.62

.80 

1.03

.75 

.70 

.68

.65 

.65 

.65

.62 

.60

.60 

.55 

.52 

.52 

.52

.50 

.48 

.48 

.48 

1.30 

1.25

......

......

&

1

s

115 

105 

95 

85 

80

70 

60 

57 

43 

43

65

108 

58 

52 

50

46 

46 

46 

43 

41

41 

36 

33 

33 

33

31 

29 

29

29 

180 

165

62.7 

4.29

4.95

August.

S 

o

0.85 

.90 

.90 

1.00 

1.45

1.20 

1.10 

.96 

.90 

.90

1.40 

1.30 

1.10 

1.00

1.10 

1.00 

.95 

1.20 

1.20

1.10 

1.00 

1.30 

1.35 

1.33

1.20 

1.20 

1.00 

.90 

.90 

1.30

......

fi

72 

80 

80 

99 

225

150 

123 

91 

80 

80

80 

210 

180 

123 

99

123 

99 

90 

150 

150

123 

99 

180 

195 

169

132 

132

88 

71 

71 

160

123

8.42

9.71

September.

+s

a

O

1.25 

1.17 

1.10 

1.01 

.90

.68

.68

.64

"."59"

.57

......

1

146 

125 

10S 

90 

71

62 

55 

50 

48 

46

44 

44 

44 

44 

44

43 

42 

41 

40 

40

39 

38 

37 

36 

35

33 

33 

33 

33 

33

52.6 

3.60

4.02
GRAND CENTRAL BIVBE DRAINAGE BASIN. 161

Daily gage height, in feet, and discharge, in second-feet, of Grand Central River below (he, 

forks for 1906 and 1908-1910 Continued.

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.............

Mean. .. 

Mean per 

square mile . 

Run-oft.depth 

in inches on 

drainage area

1909

July.

height. Gage 

1.10

.78 

.84 

.86 

.85

.78 

.76 

.72 

.69 

.68

.67 

.66

.68 

.62 

.60 

.56

......

1

200 

195 

195 

185 

175

180 

170 

160 

145 

134

123 

116 

110 

88 

75

64 

62 

71 

74 

72

62 

60 

60 

51 

50

49 

48 

50 

43 

41 

37

101 

6.92

7.98

August.

height. Gage 

0.55 

.58 

.68 

.76 

.71

.60 

.56 

.54 

1.05 

.94

.79 

.70 

.74 

.80

.75

.70 

.67

;;;;;;

......

<o

I

41 

44 

55 

65

58

46 

42 

40 

122 

97

70 

57 

63 

71 

64

57 

54 

52 

50 

48

47 

45 

43 

42 

<in

40 

36 

36 

38

42 

39

53.0 

3.63

4.18

September.

Gage height.

0.48 

.47 

.46 

.47 

.50-

.49 

.49

.48 

.46 

.45

.45 

.44 

.46 

.46

......

.41

......

......

......

Discharge.

34 

33 

32 

33 

36

35 

35 

34 

32 

31

31. 

30 

32 

32 

32

31 

31

30 

29

9Q

28

------

......

31.9 

2.18

1.70

1910"

June.

Gage height.

......

......

......

......

Discharge.

140

110 

100

120 

73 

71

270 

290 

310 

360 

340

340 

390 

530 

590

720

297 

20.1

11.97

July.

Gage height.

%

------

3 

O

660

600 

550 

520

480

450

380

370

280

260

170

210

210

94A

260

260 

260

240 

270 

280

340 

380 

390 

390 

350

340 

310

270 

210

220 

190

334 

22.9

26.40

August.

height. Gage 

......

------

1

Q

180

190 

220 

210 

170

140

160

140

140

120

110

110

160

170

240

310 

320

290 

220 

170

150 

120 

120 

120 

96

100 

110 

100

98

94 

99

161 

11.0

12.68

September.

height. Gage 

'.'".'.'.

i

1 o

160 

150 

140 

95 

95

......

......

128 

8.77

1.63

« Gage heights were not recorded in 1910. The discharges are estimated by taking 34 percent of the computed inflow to Salmon Lake. This inflow is derived from the rise and fall of the lake and the outflow as 

recorded at the station on Kruzgamepa River at the outlet of Salmon Lake.

GRAND CENTRAL RIVER BELOW NUGGET CREEK.

Measurements were begun at this station in June, 1906, and records 

were kept during the greater part of that season in order to determine 

the amount of water flowing from Grand Central River into Salmon 

Lake. This station is below all important tributaries except Jett, 

Morning Call, and Rainbow creeks. Measurements were made by 

wading. The condition of the channel was excellent and the records 

taken are good. They may not represent the total flow of the river, 

however, for the valley is wide and the gravel bed is deep and must permit considerable seepage. The maximum discharge during the flood 

63851° WSP 314^13 11
162 SURFACE WATEE SUPPLY OF SEWAED PENINSULA.

of July 8, 1906, is estimated at 1,500 second-feet. The minimum discharge for one week, September 11 to 17, 1906, was 100 second-feet. 

No records were kept after 1906, for the data are not of special value.

Discharge measurements of Grand Central River below Nugget Creek in 1906. 

[Elevation, 460feet.]

Date.

July?........................

Aug. 4........................

Gage 

height.

Feet.

0.57

.98

.46

Discharge.

8ec.~ft.

qio

148

286

123

Date.

Aug. 28.......................

Sept.9. ......................

Sept. 14......................

Gage 

height.

Feet. 

L10

.46

.36

Difc 

charge.

Sec.-ft. 

324

121

101

Daily gage height, in feet, and discharge, in second feet, of Grand Central River below

Nugget Creek for 1906.

[Drainage area, 44 square miles, Observer, A. W. Peterson.)

Day.

1.......... 

2..........

3..........

4..........

5..........

6.......... 

7. .........

8..........

9..........

10.......... 

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

height. Gage 

0.50 

.95

"i.'oo"

......

Discharge.

132 

120 

120

120

250

190 

290 

1,500

1,000

750 

600

545 

450 

380 

350

290 

270 

250 

230 

200

August.

height. Gage 

0.50 

.50 

.50 

.40

.42 

.45 

.40 

.35 

.50

Discharge.

120 

120 

130 

140 

140

130 

140 

140 

135 

130

130 

132 

132 

132 

109

114 

120 

109 

100 

132

September.

height. Gage 

0.80

.75 

.65 

.60 

.60

.55 

.50 

.50 

.45 

.42

.40 

.40 

.38 

.35 

.35

.30 

.30 

.40

o>

|

5

220 

204 

172 

157 

157

144 

132 

132 

120 

114

109 

109 

105 

100 

100

90 

90 

109 

350 

800

Day.

21..........

22..........

23..../.....

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Mean. 

Mean per 

square 

mile...... 

R u n - off 

depth in 

inches on 

d r a triage 

area......

July.

height. Gage 

0.60

.50

......

Discharge.

157 

130 

210 

210 

160

132 

128 

124 

120 

115 

110

311

7.07 

8.15

August.

Gage height.

0.55 

.50 

1.50 

.80

.70

1.05 

1.50 

1.10 

.95 

.90 

.80

......

1

p

144 

132 

535 

220 

187

310 

535 

330

272 

255 

220

183

4.16 

4.80

September.

height. Gage 

......

Discharge.

980

690 

380 

380 

320

200 

250 

200 

200 

190

243 

5.52

6.16

NOTE. The discharge for days on which the gage height was not recorded, is estimated from the discharge of Kruzgamepa River at the outlet of Salmon Lake and of Grand Central River below the forks. 

The mean discharge for the period June 24-30 was 190 second-leet.

CEATEE LAKE OUTLET.

Crater Lake lies in a depression at a glacial cirque, at an elevation of 

973 feet. Its outlet is a short, swift stream which flows over a rough 

rocky bed having a grade of nearly 300 feet to the mile. Only one 

measuring section could be found that would give even fair results. 

Measurements were begun at this point on June 19, 1906, and a gage 

was established July 2. The channel is probably permanent, except 

during extreme high water. The conditions for measurements are 

poor, but fairly good results have been obtained. The lake, which 

covers 47 acres, is too small in proportion to the discharge to have 

any appreciable effect in regulating the flow of the stream. No good
GRAND CENTRAL RIVEB DBAINAGB BASIN. 163

values for the maximum discharge are available, but it will probably 

exceed 150 second-feet. The lowest recorded discharge was 1.9 

second-feet at the end of September, 1908, but comparisons with 

other records in this basin seem to indicate a lower stage in 1909.

Discharge measurements of Crater Lake outlet, 1906 to 1010. 

[Elevation, 925 feet.J

Date.

1906.

Julyl........................

July 10. ......................

July 22. ......................

July 24. ......................

Aug. 8.. ........ ..............

Aug. 16.... ..................

Sept. 9.. ......................

1907.

JulyS........................

July 16. ........ ..............

July 26. ......................

July 30. ......................

Aug. 6... .....................

Aug. 13.. .....................

Aug.25... ....................

Gage 

height.

» 

Feet.

1.55

.96

1.10

.90

.98

80

.73

1.32

1.18

1.13

1.04

1.00

.99

.95

.93

Discharge.

8ec.-ft. 

14.2

23.7

13.6

59.0

12.0

21.0

7.1

13.0

5.6

4.3

36.0

21.0

16.7

13.7

10.0

10.6

8.0

7.5

Date.

1908. 

JulyS........................

Aug. 14.. .....................

1909.

JulylO& .....................

July 17. ......................

Do.......................

Do.......................

1910.

Sept.46... ...................

Sept. 146... ..................

Sept. 20...... .................

Gage 

height.

Feet. 

0.88

.88

1.07

.80

.43

1 04

.86

.54

.56

.72

.92

.97

Discharge.

Sec.-ft. 

7.9

6.1

19.6

7.6

1.87

24.4

20.7

9.8

2.3

2.7

5.4

12.4

23.7

13.3

10.5

4.1

a Measurement made by C. H. Munro and W. H. Lanagan. 6 Measurement made by R. G. Smith.

Daily gage height, in feet, and discharge, in second-feet, of Crater Lake outlet for 1906-1909.

[Drainage area, 1.8 square miles. Observers, J. E. Styers and Cornelius Edmunds, 1906-7; Walford, Letson, and Chapman, 1908-9.]

Day.

1..............

2..............

3..............

4..............

5............J.

6..............

7..............

8..............

9............*.

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

on

21..............

22..............

23..............

25..............

1906

July.

I

o> A

o

1.00 

1.00 

1.15 

1.65

1.55

1.25 

1.45 

1.30 

1.15 

1.10

1.15 

1.10 

1.05 

1.00 

1.00

1.05 

.96 

L06 

1.10 

1.05

®

I

ft

14 

14 

14

25 

69

59

33 

50 

37 

25 

21

25 

21 

17 

14 

14

17 

12 

18 

21 

17

August.

+» 

%

M0

8P

o

0.85

.90 

.95 

.96

.90

.90

1.00 

.95 

.90

.80 

.80 

.79 

.80

.78

1.01 

1.01 

1.22 

1.02 

1.00

8> '2

 §

.a 

o

7 

7 

8 

8 

9

9 

11 

12 

109 -

9 

14 

11 

9

7

5.5 

5.5 

5.5 

5.5 

5

15 

15 

31 

15 

14

September.

4^ 

%

£

®

SP

o

0.98 

.94 

.90 

.82 

.78

.78 

.78 

.75. 

.73 

.71

.69 

.68 

.65 

.65 

.61

.61 

.61 

.75

1.40

1 1.3 

ft

13 

10 

9 

6 

5

5 

5 

4.5 

4.3 

4.1

3.9 

3.8 

3.5 

3.5 

3.1

3.1 

3.1

4.5

«46

1907

July.

 ** 

a 

O

1.32 

"i.27"

1.18

......

1.17

1 

ft

36

28 

31

36 

26 

30 

26

22

22 

20 

22 

26 

30

40 

30

24 

22 

21

August.

1A 

s>SP

o

1.04

1.03 

.95 

1.03 

1.02 

1.02

1.03 

1.02 

1.04 

1.04 

1.01

1.41 

1.40 

1.30 

1.20

"."95"

Aa

s

20 

20 

17 

17 

12.3

11.8 

8.0 

11.8 

11.2 

11.2

11.8 

11.2 

12.3 

12.3 

10.7

47 

46 

34 

24 

20

19 

16 

13 

10 

8.0

September.

I

1 

<s

8P

0

1.03 

1.10 

1.08 

1.15 

.93

.90 

.85 

.83 

.80 

1.05

1.90 

1.75 

1.40 

1.40 

1.35

1.00 

.97 

.95 

.94 

.92

.82 

.75 

.75

A

&

a

J ft

11.8 

16.0 

14.7 

19.7 

7.4

6.4 

5.2 

4.8 

4.2 

12.8

106 

88 

46 

46 

40

10.2 

8.9 

8.0 

7.7 

7.0

4.6 

3.5 

3.5

« Not included in mean.
164 SURFACE WATEB SUPPLY OF SEWARD PENINSULA.

Daily gage height, infeet, anddischarge, in second-feet, of Crater Lake outlet for 1906-1909 

Continued.

Day.

26..............

27..............

28..............

29..............

30..............

31..............

Mean

1906

July.

 3

OJ SP

o

1.02 

1.00

.90

.88 

.88

Mean per square mile. 

Run-on, depth in 

inches on drainage

Day.

1..............

2..............

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..............

as So

3

15 

14 

12 

9 

8 

8

22.3

12.4 

12.4

August.

3 .£? 

a

1 O

1.10 

1.12 

1.10 

1.05 

1.00

9 

1 

1

3

21 

23 

21 

17 

14 

13

11.8

6.56

7.56

September.

1

<D

Sf

C3

8>

3

5.2

2.89

1.93

1908

' July.

1 3

si

p So

O

0.88 

.85 

.83

.90 

1.10 

1.00 

.95 

.90

.86 

.88 

.90 

.89 

.85

.85 

.85 

.80 

.83 

.78

.76 

.75 

.75 

.78 

1.20 

1.50

Mean per square mile. 

Run-off, depth in 

inches on drainage 

area................

a

5

20 

18 

16 

14 

12

11

10 

8.4 

7.5 

6.9

9.0 

21 

14 

11.5 

9.0

7.8 

8.4 

9.0 

8.7 

7.5

7.5 

7.5 

6.0 

6.9 

5.6

5.2 

5.0 

5.0 

5.6 

30 

63

12.2

6.78 

7.82

August.

I

3

1

o

1.10 

.90 

1.05 

1.10 

1.50

1.20 

1.00 

.95 

.95 

.90

1.30 

1.15 

1.10 

1.00

1.00 

.90 

.90 

1.10 

1.00

1.00 

.90 

1.10 

1.10 

1.08

1.00 

1.00 

.90

.85 

.80 

1.00

1

ft

21 

9.0 

18 

21 

63

30 

14 

11.5 

11.5 

9.0

9.0 

40 

26 

21 

14

14 

9.0 

9.0 

21 

14

14 

9.0

21 

21 

20

14 

14 

9.0

7.5 

6.0 

14

17.2

11.0

September.

SCxO '3

A 

O

0.95 

.93 

.90 

.86 

.75

.60

.58

......

.53

.47 

.43

......

a 

a

3

11.5 

10.5 

9.0

7.8 

5.0

4.5 

4.0

3.5

3.0

3.0

3.0 

3.0 

2.9

2.9

2.9

2.8 

2.7 

2.6 

2.5

2.5

2.4 

2.3

2.2 

2.1 

2.1

1.9 

1.9 

1.9 

1.9 

1.9

3.7

2.06

2.30

1907

July.

I 

1

1.13

1.04

i

i ^

18.2 

18 

15 

12 

12.3 

17

24.4

13.6

12.1

August.

1 '3

a 

P

1

1.36 

1.37 

1.35 

1.45 

1.35 

1.30

1 

ft

41 

42 

40 

52 

40 

34

22.1

12.3

14 2

September.

j

O

§ 

1

21.0 

11.7

10.0

1909

July.

I 

1

O

-

1.04

1.02

.91

.86 

.86 

.87 

.90

.82

.75

.70

"."76" 

.72 

.70

......

a 

ft

24 

23 

23 

22 

22

22 

22 

21 

21 

20.9

20.0 

19.2 

17.0 

12.2

11.1

10.0 

10.0 

10.4 

11.6

10.8

8.3 

8.3 

8.2

6.2 

5.6

5.0 

5.0 

5.0 

5.5 

5.0 

4.2

13.5

7.50

8.65

August.

a

O

0.68

.80 

.76 

.72

.80

.68

.87

.86

.87

......

......

......

......

So

.3

ft

4.6

5.2 

7.5 

6.5 

5.5

7.5 

5.7 

4.6 

10.4 

10.2

10.0 

9.0 

10.4 

10.6 

9.3

7.2

6.8 

6.5 

6.1

5.8 

5.6

5.3

5.0

4.7

4.5

4.5

3.5 

3.0 

3.0

3.5 

3.0

6.29

3.49

4.02

September.

1 

CJ

0.56 

.52

.50 

.57

.58 

.56 

.54 

.52 

.51

.51 

.50 

.51 

.50

......

......

i

1 0

2.7 

2.4 

2.3 

2.2

2.8

3.0 

2.7 

2.5 

2.4 

2.3

2.3 

2.2 

2.3 

2.2 

2.2

2.1

2.0 

2.0 

1.9 

1.8

1.6

........

........

2.28 

1.27

.99
GRAND CENTRAL BIVBB DRAINAGE BASIN. 165

NOBTH FORK OF GRAND CENTRAL RIVER AT PIPE INTAKE.

North Fork rises in a great cirque carved out of the northeastern 

slope of Mount Osborn by the former glacier, and flows eastward and 

southward to its junction with West Fork to form the main river. 

The high precipitation which the steep, mountainous walls of its 

drainage area receive and the water derived from the melting snow 

banks and the glacier in the cirque, together with the flow of springs 

along the middle and lower course of the stream, operate to give 

North Fork a very large and well-maintained flow throughout the 

season. The run-off per square mile at this point is greater than that 

of any other stream'in Seward Peninsula.

According to present plans, a lateral of the Wild Goose pipe will 

take water from this fork at an elevation of about 1,030 feet and conduct it along the right bank of the stream to a point near the forks, 

where it will cross the West Fork and discharge into Crater Lake. 

Measurements were begun in 1906 above the proposed pipe intake in 

order to show the amount of water available for this purpose, and 

a gage was installed in 1907, but on account of the torrential and 

shifting character of the stream the gage readings are not a true 

index of the discharge. For this reason the measurements have 

been used only in connection with a hydrograph and comparative 

data for estimating the discharge for 1906-7. In 1909 a gage was 

installed about half a mile below the proposed pipe intake, and a 

sufficient number of readings were made to afford an estimate of 

daily discharge.

The lowest mean discharge for a period of one week, as indicated 

by these records, is 10.7 second-feet, September 15 to 21, 1909. The 

values for all except the last day of this period are interpolated, but 

the mean is probably near the true discharge for the week on account 

of the gradual decrease in supply due to freezing near the head of 

the stream.

Discharge measurements of North Fork, of Grand Central River at pipe intake in 1909

and 1910.

Date.

1909. 

July 11 «... ...................

July 18. ......................

Bept. 4........................

Gage

height.

Feet.

0.43

.20

.15

.12

Discharge.

8ec.-ft. 

36

27

14.3

13.0

11.6

Date.

1910.

Sept. 15».....................

Gage 

height.

Feet. 

0 40

Discharge.

Sec.-ft 

29

30

a Measurements made by R. G. Smith.
166 SURFACE WATEB SUPPLY OF SEWARD PENINSULA.

Daily discharge, in second-feet, of North Fork of Grand Central River at pipe intake for

1906 and 1907.

[Drainage area, 2.3 square miles.]

Day.

1...........

2.. .........

3...........

4...........

5...........

6...........

7. ..........

8...........

9...........

10...........

11...........

12...........

13...........

14...........

15...........

16...........

17...........

18...........

19...........

20...........

July.

21

21

21

22

31

1906

Aug.

22

22

22

24

24

21

o23

25

23

25

24

20

20

21

21

20

«19

20

19

20

Sept.

31

a 31

27

27

28

26

23

22

a 19

20

17

18

19

18

18

17

19

July.

a42

37

40

ec

48

52

40

33

33

30

34

40

48

1907

Aug.

30

34

29

29

o27

25

25

25

23

23

23

22

24

20

51

61

52

42

51

Sept.

46

32

25

32

36

27

22

21

74

171

140

76

52

49

47

a41

35

32

28

26

 L/ojr*

21...........

23...........

24...........

26...........

27...........

28...........

29...........

30...........

31...........

Mean .

Run -off, 

depth in

July.

35

30

33

48

37

o33

34

38

28

32

21

30.3

13.2

7.86

1906

Aug.

24

27

45

a28

30

30

50

50

53

40

36

27.4

11.9

13.7

Sept.

22.2

9.65

6.46

July.

64

41

40

37

37

a 38

33

28

26

28

30

39.0

16.9

15.1

1907

Aug.

67

67

62

48

a 43

54

55

44

110

98

61

43.5

18.9

21.8

Sept.

25

15

18

46.5

20 2

17.3

a Measurements. Other discharges are obtained by taking about the same percentage of the flow at the 

lower station as was found on the dates of measurements. This varied from 70 to 90 per cent. Gagings 

on June 20,1906, gave 30 second-feet, and on June 26,1906,43 second-feet. The flow from July 5 to 19,1906, 

probably exceeded 35 second-feet.

Daily gage height, in feet, and discharge, in second-feet, of North Fork of Grand Central 

River at pipe intake for 1909.

[Drainage area, 2.3 square miles. Observers, Letson and Chapman.]

Day.

1........... 

2...........

3...........

4...........

5...........

6...........

7...........

8...........

9...........

10...........

11........... 

12...........

13........... 

14...........

15...........

16...........

17...........

18...........

19...........

20...........

July.

Gage height.

0,43

Discharge.

60 

58 

56

54 

53

51

50 

47 

44

40

36 

33 

31

29 

27

25 

24

25

27 

26

August.

Gage height.

"6.26"

.52 

.20

.18 

.15

.32

".27" 

".'33"

.31

......

<s5

1 

3

13 

14 

24 

34 

14

14

14 

15 

34

20

18 

17 

24 

20 

19

19 

18

18

18 

17

September.

Gage height.

"6." is" 

.12

"."is"

"."ie"

......

".'oe'

<DSo

ft

12 

12 

12 

12 

15

14 

13 

12 

12 

12

12 

12 

13 

13 

12

12 

11 

11 

10 

10

Day.

21...........

22...........

23...........

24...........

25...........

26...........

27...........

28...........

29...........

30...........

31..... ......

Mean .. . 

Mean per s< mile ...... 

Run-off, dep 

inches one 

age area .

July.

Gage height.

0.32

.20

.25

.12

juare

th in 

Irainft

20 

19

18

15

15

14 

14

14

16 

14

12

31.2 

13.6

15.68

August.

Gage height.

......

ffl

1

s

17

17

16

16

15

14

13

12

12

13

12

17.4 

7.56

8.72

September.

Gage height. Discharge.

9

12.0

5.22

4.08

NORTH FORK OF GRAND CENTRAL RIVER NEAR DITCH INTAKE.

A proposed lateral to the Miocene ditch has its intake on the North 

Fork at an elevation of 860 feet. There was no good measuring
GRAND CENTRAL RIVER DRAINAGE BASIN. 167

section near the point of diversion, but in 1906 measurements were 

made and several gage readings were obtained by measuring from a 

reference point farther downstream at an elevation of about 750 feet. 

The discharges obtained in this manner and those obtained by 

subtracting the combined flow of West Fork at the ditch intake and 

at Crater outlet from the flow of the river below the forks furnished 

the basis for estimates of daily discharges for part of that year. As 

there is no appreciable inflow between the proposed intake and the 

measuring section the records show the amount of water available 

for the Miocene ditch.

Daily gage height, in feet, and discharge, in second-feet, of North Fork of Grand Central

River near ditch intake for 1906.

[Drainage area, 5.5 square miles.]

Day.

2........... 

3...........

5...........

6...........

7...........

8...........

9...........

10...........

11....:......

12...........

13...........

14...........

IS...........

16........... 

17...........

18...........

19...........

20...........

July.

height. Gage 

1.10

......

Discharge.

23

(23) 

(23)

/QI'N

......

40

August.

height. Gage 

0.81

.76 

.74

Discharge.

30

30 

30

32

32

29

632 

33

31 

33

OO

27

27

28

28

o27 

»25 

27

25

27

September.

height. Gage 

0.92

.76

£ 

1 

I

Q

44 

644 

38 

38 

40

37 

33

31 

627 

28

27 

(26) 

26 

27 

26

25 

25

27

Day.

21...........

22...........

OO

24...........

25...........

26...........

27...........

28...........

29...........

30...........

31...........

Mean per 

square 

mile ...... 

Run-off, 

depth hi 

inches on 

dralna g e 

area......

July.

Gage height.

0.85

.95 

.90

Discharge.

(45)

a 38 

42

61 

a 47

642 

45

50

38

42

28

d39.9

7.25

4.58

August.

Gage height.

0.85

......

......

Discharge.

!

oo\

36) 

(60)

637 

40

(40) 

(67)

67

71

54

48

36.7

6.67 

7.69

September.

Gage height.

1.5

......

0> I

5

fee 120

......

«31.6 

5.75

3.85

o Measurements.

6 Estimates based on gage readings.

c Not included hi mean. 

<* Mean for 17 days.

e Mean for 18 days.

NOTE. These values were obtained by subtracting the sum of the discharges at the West Fork and 

Crater Lake station from the flow below the forks. For the days for which this method does not give consistent results the discharges are based on the West Fork flow and are in parentheses. From July 5 to 19 

the flow did not fall below 40 second-feet. The flow on June 26 was 43 second-feet.

NORTH FORK OP GRAND CENTRAL RIVER AT THE PORKS.

This station was established July 8, 1907, to replace the one at the 

ditch intake, where the discharge is practically the same as at this 

point. Gage readings were obtained only during 1907, after which 

the station was discontinued in favor of the one below the forks. 

For 1908 and 1909 the discharge of North Fork at the forks may be 

obtained by subtracting the discharge of West Fork at the forks 

from that of the river below the forks. Measuring conditions are 

fairly good, but the channel shifts slightly at times. Several measurements have been made since regular measurements at this station 

were discontinued.
168 SUBFACE WATBB SUPPLY OF SEWABD PENINSULA.

Discharge measurements of North Fork of Grand Central River at the forks, 1907 to 1910.

[Elevation, 690 feet.]

Date.

1907. 

JulyS........................

July 16.. .....................

July 25. ......................

July 26.. .....................

Aug. 13. .....................

Aug. 26. .....................

Sept. 6.......................

Sept. 16......................

1908.

JulyS........................

Gage 

height.

Feet. 

1.31

1.19

1.23

1.20

1.11

1.07

1.36

1.18

1.44

Discharge.

8ec.-ft. 

65

41

47

45

34

28

70

36

56

30

Date.

1908. 

July 15.......................

iono

July 18. ......................

Aug. 8.. .....................

1910.

Sept. 20......................

Gage 

height.

Feet.

Discharge.

Sec.-ft. 

25

46

24

31

15.4

39

51

28

« Measurement made by R. G. Smith.

Daily gage height, in feet, and discharge, in second-feet, of North Fork, of Grand Central

River at the forks for 1907.

[Drainage area, 6.9 square miles. Observer, Cornelius Edmonds.]

Day.

1.. ........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

Gage height.

1.31

1.25

1.19

Discharge.

62 

46 

50

70 

60 

65 

50 

41

41 

38 

42 

50 

60

August.

height. Gage 

1.16 

1.20 

1.15 

1.15 

1.12

1.10 

1.10 

1.10 

1.10 

1.08

1.10 

1.10 

1.08 

1.11 

1.05

1.34 

1.40 

1.35 

1.28 

1.34

Discharge.

38 

42 

36 

36 

33

31 

31 

31 

31

30

31

31 

30 

32 

27

69 

83 

72 

56 

69

September.

Gage height.

1.32 

1.22 

1.14 

 1.22 

1.25

1.16 

1.10 

1.07 

1.50 

2.25

2.10 

1.68 

1.52 

1.50 

1.49

1.44 

1.40 

1.37 

1.32 

1.30

9B>

1

S

65 

46 

35 

46 

51

38 

31

28 

110 

364

260 

117 

73 

68 

66

57 

49 

45 

39 

36

Day.

21..........

22..........

23..........

24..........

25..........

26..........

28..........

29..........

30..........

Mean per 

square

Run-off, 

depth in 

inches, on 

drama ge

July.

Gage height.

1.22

1.20 

1.19 

1.14 

1.11 

1.14 

1.16

Discharge.

80 

51 

50 

46 

46

42 

41 

35 

32 

35 

38

48.8

7.07

6.31

August.

Gage height.

1.44 

1.44 

1.41 

1.32 

1.30

1.37 

1.38 

1.31 

1.74 

1.66 

1.42

Discharge.

94 

94 

86 

65 

60

76 

78 

62 

187 

161 

88

61.0

8.84

10.19

September.

Gage height.

1.29 

1.10 

1.18

3

35 

21 

25

74.1 

10.7

9.15

NOTE. Discharges for days during the period July 8-25, when gage was not read, were obtained by the 

aid of a hydrograph.

GOLD RUN NEAR MOUTH OF CANYON.

Gold Run enters Grand Central River from the east about 2 miles 

below the forks. It drains a high cirque which heads against the 

crest of the mountains that rise between North Fork and Fox Creek. 

Near the head of the cirque is a small lake having an area of 15 to 20 

acres. This lake is formed by a natural dam whose upper part is composed of loose rocks and bowlders, through which the water from the 

lake flows out, appearing in the valley several hundred feet below. 

Below the lake the creek falls rapidly to a point near the mouth of a
GRAND CENTRAL RIVER DRAINAGE BASIN. 169

canyon and emerges on a large alluvial fan of coarse, loose material, 

into which the water sinks except during floods. The gaging station 

is located in a short, fairly smooth section of the creek near the mouth 

of the canyon just above the alluvial fan. Measurements were begun 

June 20, 1906, and .the gage was established July 12. Occasional 

readings have been taken and discharges are estimated for 1906 and 

1907. These estimates give a general idea of the volume of the 

stream. The individual measurements are good, for conditions at 

the section are better than the average for this class of streams.

No record was obtained during the low-water periods of 1908 and 

1909, except the measurement of September 21, 1909. The discharge for one week during the open season has probably reached as 

low a stage as 8 second-feet.

Daily gage height, in feet, and discharge, in second-feet, of Gold Run near mouth of canyon

for 1906.

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..............

V&.. ............

29..............

30..............

31..............

1906

July.

1 

3

o>

SP 

o

1.21

.84 

1.00

1.00 

.93

$> 

1

5

14 

ol3

13

20

52 

a 69 

55 

45 

40

38 

42 

24 

20 

22

23 

018.5 

630 

30 

a30

624 

24 

21 

20 

19 

18

29.0

August.

*; 

Jpa> 

O

......

......

1.03 

.90 

.89

.81 

.80

"."99"

"i.'is"

ft

18 

18 

18 

20 

24

30 

634 

622 

621 

20

20 

24 

22 

20 

18

617 

616.5 

16 

16 

15

28 

34 

50 

34 

629

44 

68 

o51 

40 

36 

32

27.6

September.

*>

Jj>

a

o

"6 95' 

n

a 

ft

30 

626 

23 

20 

17

16 

15 

14 

13 

ol2

12 

12 

11 

11 

11

10 

10 

12

15.3

1907

July.

i i

c

1 57 

40

1.20 

1.25

 3

-S3

ft

o72 

60 

80

86 

65 

70 

60 

48

642 

38 

42 

48 

54

70 

45 

40 

35 

32

32 

24 

20 

618 

o23 

24

47.0

August.

i

i

o

1.24

"i iii

1 58

<&60

1

ft

24 

24 

22 

22 

622

19 

16 

18 

18 

15

15 

15 

15 

016 

13

50 

55 

48 

40 

60

75 

75 

70 

60 

56

674 

76 

60 

90 

70 

40

41.1

September.

'31

a

1 

o

i 22"

1 38

ft

22 

25 

25 

30 

620

16 

14 

13 

13 

25

120 

90 

70 

60 

50

o26 

24 

22 

20 

18

14 

11 

10

32.1

« Measurements.

& Estimates based on gage heights. Other discharges were obtained by plotting a hydrograph passing 

through the known points and following the rise ana fall of the other streams in the vicinity. Gagings 

made on June 20,1906, gave 22 second-feet and a June 25, 24 second-feet.
170 SURFACE WATER SUPPLY OF SEWAKD PENINSULA.

Discharge measurements of Gold Run near mouth of canyon, 1908-1910. 

[Elevation, 800 feet.)

Date.

1908. 

JulyS........................

Aug. 15..... ..................

Sept.4......... ..............

1909. 

July 19.......................

Gage 

height.

Feet. 

1.18

.24

.43

Discharge.

Sec.-H. 190

30

14.1

21

47

Date.

1909. 

Aug. 7.. ...... ................

Sept. 3. ......................

Sept. 21.. ....................

1910.

Sept. 19. .....................

Gage 

height.

Feet. 

0.13

.11 -.12

Discharge.

Sec. -ft. 

15.2

614

5.4

26

9.1

« Measurement made by K. G. Smith. & Discharge was estimated from.gage height.

THOMPSON CREEK NEAR DITCH INTAKE.

Thompson Creek enters Grand Central River from the west about 

2 miles below the forks. It drains a small glacial cirque that is almost 

surrounded by steep, rocky walls, which reach elevations of 2,500 to 

3,500 feet. Measurements were begun June 25, 1906, and a gage was 

established July 22. The gage is located near the trail crossing about 

half a mile above the mouth of the creek. Measurements were made 

fully one-fourth mile farther upstream, at an elevation of 720 feet, 

to show the amount of water available at the level of the Miocene 

ditch. The gage was read occasionally during 1906, 1907, and 1909 

and daily during most of 1908. ^The records are rather unsatisfactory on account of poor conditions for measurement, slight shifts in 

channel, and the infrequency of gage readings, but they are sufficiently accurate to give a general idea of the behavior of the stream.

A minimum recorded discharge for one week 2.4 second-feet 

occurred September 24-30, 1908.

Discharge measurements of Thompson Creek near ditch intake, 1906-1910. 

[Elevation, 720 feet.]

Date.

1906.

July 2

12

24

25

Aug. 9

Sept. 10

1907. 

July 8

30

Aug. 14

17

1908. 

July 8

15

Aug. 15

26

1909.

July 11

17

17

21

1910. 

Sept. 19

Hydrographer.

....:do. .......................................... ...........................

J.C.IIoyt.... ...............................................................

F. F. Henshaw ..............................................................

.....do.......................................................................

.....do.......................................................................

.....do.......................................................................

.....do.......................................................................

.....do.......................................................................

A. T. Barrows ...............................................................

.....do.......................................................................

.....do.......................................................................

F. F. Henshaw..............................................................

.....do.......................................................................

.....do.......................................................................

G. L. Parker ................................................. _ .............

.....do.......................................................................

Gage 

height.

Feet.

1.42

1.41

1 10

1

1.55

1.44

1 34

1.14

1.25

91

.89

.90

.80

.49

1.26

.86

.86

.62

.53

Discharge.

Sec.-ft. 

42

KO

25

OQ

12.5

6

rt

AQ

32

Oft

9.6

10 a

12.9

14.5

12.9

7.1

9 A.

38

57

15.4

3.7

2.2

5.5
GRAND CENTRAL RIVER DRAINAGE BASIN. 171

Daily gage height, in feet, and discharge, in second-feet, of Thompson Creek near ditch

intake for 1906-1909.

[Drainage area, 2.5 square miles. Observers, Walford and Letson, 1908-9.]

Day.

1.. ............

4..... .........

5..............

6..............

7..............

8..............

g

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26.............. 

27..............

28..............

29..............

30..............

31..............

Mean.... 

Mean per square 

mile..........

Run-off, depth 

in inches on 

drainage area.

1906

July.

height. Gage 

1.20

i.42

1.41

1.29

......

......

Discharge.

11 

oil

11 

16

36 

«52 

40 

30 

24

28 

23 

19 

16 

16

18 

613 

21 

025 

o23

617.5 

16 

14 

11 

11 

10

20.5 

8.20

7.62

August.

height. Gage 

1.39 

1.22 

1.19

1.11 

1.12

1.40

T44"

......

......

Discharge.

9 

9 

10 

10 

11

15 

622.5 

614 

012.5 

11

11 

17 

14 

12 

11

69.6 

i>10 

10 

10 

9

20 

20 

40 

i>23 

21

30" 28 

28 

625.4 

22 

20

16.6 

6.64

7.66

September.

height. Gage 

1 

1

......

......

......

......

Discharge.

19 

14 

12

8 

7

7 

7 

6 

66.2 

06.2

6 

6 

6 

5 

5

5 

5 

6

........

........

7.6 

3.04

2.10

1907

July.

Gage height.

1.55

1.69 

1.45

1.42 

1.47

1.44

......

Discharge.

a 49 

45 

682

87 

60 

50 

40 

34

632 

30 

34

40 

- 46

55 

44 

35 

30 

628

635 

34 

31 

27 

a32 

34

42.2 

16 9

15.1

August.

Gage height.

«

1.24

i.24 

1.34

1.15 

1.47

......

......

Discharge.

30 

27 

23 

20 

15

613 

9 

13 

13 

13

13 

13

613 

o20 

15

50 

50 

39 

29 

25

25 

23

18 

13 

69

635 

35 

35 

40 

34 

30

23.9 

9.55

11.0

September.

Gage height.

1.14

1.25

.99

......

......

®

s

16 

17 

16 

22 

12

o9.6 

8 

7 

7 

15

100

80 

50 

50 

42

14 

ol2.6 

11 

10 

9

6 

5 

65

22.8 

9.12

7.80

« Measurements.

6 Estimates based on gage heights. Other discharges were obtained by plotting a hydrograr 

through the known points and following the rise and fall of Crater Lake outlet, whose basin a 

Thompson Creek and is of a similar character.
172 SURFACE WATEB SUPPLY OF SBWABD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Thompson Creek near ditch 

intake for 1906-1909 Continued.

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..............

Mean....

Mean per 

square mile.. 

Run-ofl depth 

in inches on 

drainage area

1908

July.

'S 

a

O

0.91 

.81 

.81

.95 

1.10 

.90 

.83 

.80

.82 

.82 

.85 

.85 

.80

.75 

.73 

.70 

.70 

.70

.68 

.70 

.70 

.70 

1.30 

1.25

......

P

1

1

3

32, 29-' 

26 

24 

21

18 

16 

14 

9.4 

9.4

16 

25 

13 

10.2 

9.0

9.8 

9.8 

11.0 

11.0 

9.0

7.5 

6.9 

6.0 

6.0 

6.0

5.6 

6.0 

6.0 

6.0 

50 

42

15.2

6.08 

7.01

August.

1a 

O

1.00 

.90 

.90 

1.00 

1.20

1.10 

.90 

.85 

.80 

.80

1.20 

1.05 

1.00 

.90

.95 

.80 

.80 

1.20 

1.00

.90 

.80 

1.25 

1.30 

1.20

1.00 

.90 

.80 

.80 

.79 

1.10

a

1

3

18 

13 

13 

18 

35

25 

13 

11.0 

9.0 

9.0

9.0 

35 

22 

18 

13

16 

9.0 

9.0 

35 

18

13 

9.0 

42 

50 

35

18 

13 

9.0 

9.0

8.7 

25

18.7

7.48 

8.62

September.

i i

a 

C

0.98

.85 

.85 

.80

.66 

.66 

.66 

.65

.65

.61

" 54"

50 

48

......

Q

17 

11.0 

11.0 

9.0 

7.0

6.0

5.2

5.2 

5.2 

5.0

5.0

4.8 

4.6

4.4

4.2 

3.9

3.7 

3.5 

3.3 

3.1

2.9 

2.8 

2.7 

2.6 

2.5

2.3 

2.3 

2.3 

2.3 

2.3

4.9

1.96

2 1Q

1909

July.

1G>

SP 

o

1.30

.72

.88 

1.00 

.95 

.88

.84 

.82 

.81 

.72 

.80

"."72" 

.73

......

3

36 

36 

36 

34 

32

34 

32 

30 

28 

27

57 

21 

15 

7.1

14

15 

15.8 

25 

21 

15.8

13.3 

12.0 

11.4 

7.1 

10.8

10.0 

8.5 

7.1 

7.6 

7.0 

6.2

20.4

8.16 

9.41

August.

i

s

a 

C

0.78 

.86 

.75

.70 

.70

.80

.78

.80

......

......

......

1

3

5.5

7.6

9.9 

14.5 

' 8.5

7.4

6.2 

6.2 

21 

16

10.8 

8.5

9.9 

13.0

12.2 

11.5

10.8 

10.0

9.3

8.5

7.8 

7.0

6.2

5.5

4.8

4.0 

3.8

3.5 

3.5 

4.5 

4.2

8.45

3.38 

3.90

September.

I 

a

a

c

'6 60 "

" 56'

.57

.53

.......

......

1

Q

4.0 

3.7 

3.6 

3.5

4.0

3.5 

3.2

2.8 

2.8 

2.8

2.8 

2.9

3.0

2.8

2.7 

2.6 

2.5 

2.4 

2.3

2.3

........

3.01 

1.20

.94

NUGGET, JETT, AND MOENING CALL CREEKS.

Nugget Creek rises north of the Nugget divide between the Grand 

Centra] River and Nome River drainage basins, and discharges its 

waters into Grand Central River about 2 miles above Salmon Lake. 

Its only tributary is Copper Creek. Jett and Morning Call creeks 

rise in the high ridge just north of Salmon Lake and flow northward, 

entering Grand Central River near its mouth. All three streams are 

torrential, and their continuous flow is maintained by rains that 

fall after the snow has melted. The basin of Nugget Creek faces the 

south and therefore does not retain the winter snows so long as the 

others, which face the north. Morning Call Creek flows for some 

distance over limestone, into which a large part of the flow sinks, to
KRUZGAMEPA EIVEB DRAINAGE BASIN. 173

reappear as springs at an elevation of about 750 feet. The discharge 

of Nugget Creek is diverted by the Grand Central branch, and that 

of Jett and Nugget creeks by the Jett Creek branch of the Miocene 

ditch. Measurements were made primarily to determine the discharge of the creek at the points of diversion.

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in 

the Grand Central River drainage basin:

Miscellaneous measurements in Grand Central River drainage basin from 1906 to 1909.

Date.

July 10,1907

Sept. 5,1907

Sept. 4,1909

June 28,1909

July 15,1909

June 18,1906

June 19,1906

June 21,1906

June 28,1906

July 12,1906

Aug. 11,1906

Aug. 29,1906

Sept. 2,1906

Sept. 7,1906

Sept. 14, 1906

June 19,1906

June 21,1906

June 19,1906

July 21,1906

Aug. 31,1906

Sept. 10,1906

July 9, 1907

June 18,1906

June 19,1906

June 21,1906

July 12,1906

June 20,1906

July 2, 1906

July 12,1906

July 21,1906

Aug. 31,1906

Sept. 10, 1906

June 24,1906

June 20,1906

Aug. 9,1906

June 20,1906

July 2,1906

July 12,1906

June 24,1906

June 22,1906

Stream.

Spring.........

.....do.........

.....do.........

Thumit Creek.

.....do.........

Nugget Creek..

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

Copper Creek. .

.....do. .....a..

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

Jett Creek.....

.....do.........

.....do.........

.....do.........

.....do.........

.do.........

.....do.........

Morning Call

Creek.

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

Rainbow Creek

Tributary toNorth Fork of

Grand Central Eiver.

.....do........

.....do........

. Grand Central

Eiver.

.....do........

.....do......:.

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

Nugget Creek .

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

Grand Central

River.

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

Locality.

Near proposed ditch

intake.

.....do................

.....do................

Near ditch intake. ....

.....do................

Above Miocene intake.

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

Below Copper Creek . .

.....do................

Above Miocene intake.

.....do................

.....do................

.....do................

.....do................

Near mouth...........

.....do................

.....do................

.....do................

Near Miocene intake. . .

.....do................

.....do................

.....do................

.....do................

.....do................

J mile above mouth . . .

Above Miocene ditch

level.

.... .do.. ..............

Below springs.........

.....do................

.....do................

J mile above mouth. . .

1 mile above mouth. . .

Elevation.

Feet. 

850

850

850

800

800

785

785

785

785

785

785

785

785

785

785

600

600

800

800

800

800

800

700

700

700

70ff

700

700

700

800

800

800

500

900

900

700

700

700

500

600

Discharge.

Sec.-ft. 

3.8

7.5

4.6

8.0

3.1

1.8

1.6

4.4

.96 eis

3.0

8.6

6.8

6.1

4.4

15.6

19.0

8.7

2

0 

. o

6.6

2.4

9.4

3

O 

. o

6.9

11.6

11.3

14.9

4.4

14.3

5.8

8.3

4.2

10.0

2.5

.0

36

10.0

21

27

3.4

Drainage 

area.

Sq. mi.

0.73

.73

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

5.4

5.4

.85

.85

.85

.85

.85

1

0

 *

1.2

1.2

1.2

1.5

1.5

1.5

1.4

1.4

1.4

2.6

1.32

1.32

1.90

1.90

1.90

3.9

1.81

Discharge 

per sq. 

mile.

Sec.-ft.

11.0

4.25

.86

.76

2.10

.46

3.24

1.43

4.10

3.24

2.91

2.10

2.89

3.52

10.2

3.30

7.77

2.82

11.1

o. Q 17 It

5.75

9.62

9.47

9.93

2.93

9.53

4.14

5.93

3.00

3.85

18.9

.0

18 9

5. 26

11.1

6.92

1.88

KRUZGAMEPA BIVEB DRAINAGE BASIN. 

DESCEIPTION.

Kruzgamepa River, locally known as Pilgrim River, rises in Salmon 

Lake, at an elevation of 442 feet, and has a total length of about 45 

miles. It flows northeastward and northward for about 18 miles to 

a point 8 miles southeast of Shelton, where it swings westward and
174 SUEFACE WATEE SUPPLY OF SEWAED PENINSULA.

crosses aflat lowland basin north of the Kigluaik Mountains, finding its 

outlet in Imuruk Basin. Grand Central and Kruzgamepa rivers really 

form but one stream, but they are known by different names, and as 

their physical features are somewhat variant they have been treated 

separately in this report.

The upper portion of Kruzgamepa River and Salmon Lake occupy 

a broad valley filled with gravel and other glacial d6bris to an unknown depth. The lake is of glacial origin and has an area of t,860 

acres at its present level. If raised to a level of 475 feet, it would 

cover 3,610 acres, and at 500 feet 4,620 acres. The glacier which 

formed it left a mass of morainic material at the lower end, through 

which the river has cut a narrow gap about 150 feet wide at the river 

level and 500 feet wide 30 feet higher.

Fox and Jasper creeks are the only important tributaries of Salmon 

Lake proper. About 4 miles below the lake, south of the mountains, 

Crater Creek enters the river from the northwest. This creek rises 

in glacial cirques and flows through a gravel-filled U-shaped valley 

with a heavy fall, especially near the head. Some of the mountains 

comprising the main ridge of this portion of the Kigluaik Mountains 

reach an elevation of nearly 4,000 feet. Crater Creek resembles 

Grand Central River in most of its characteristics, and its flow is 

approximately equal to that of Grand Central River below the forks. 

Grouse, Big, and Homestake creeks, which are much smaller than 

Crater Creek, also enter the mam stream from the northwest. Slate, 

Iron, and Sherette creeks are the only important streams entering 

from the southeast.

North of the mountains the river follows a meandering course 2 

or 3 miles north of morainic foothills which flank the slopes of the 

Kigluaik Range. This area of high elevation is drained by Pass, 

Smith, Grand Union, Osborn, and several unnamed creeks.

On the upper end of the river the ice usually breaks up about 

May 20. Lower down it remains frozen until a somewhat later date. 

The lake outlet does not freeze until December, but farther downstream ice forms overflows much earlier. Before spring these overflows work upstream almost to the lake and reach a depth of 15 feet 

or more in places.

Mining operations have been carried on along Iron, Slate, and 

Homestake creeks, but Iron Creek is the only stream which has produced any considerable amount of gold.

Salmon Lake provides an excellent storage reservoir for developing 

power and for mining along Kruzgamepa River. The use of its water 

in the vicinity of Nome is practically impossible, owing to its low elevation and the long tunnel which would be necessary to bring the water 

through the Nugger divide into the Nome River basin. By raising 

the water of the lake to an elevation of 500 feet the shortest tunnel 

line would be between 5 and 6 miles long, and if any allowance were
KBUZGAMEPA BIVBE DRAINAGE BASIN. 175

made for drawing on the storage water could not be brought through 

to the Nome Valley at an elevation greater tjian about 450 feet. The 

mouth of the tunnel would be near Dorothy Creek, and the loss in 

grade between that point and Nome would bring the water so low 

that it could not be used to any extent for hydraulicking. Even, if 

the water could be brought to the vicinity of Nome under a sufficient 

head for hydraulicking, the great cost and difficulty of building so 

long a tunnel would make the feasibility of the plan very doubtful. 

The possibility of using water from Salmon Lake for the development 

of power was investigated during 1905 and 1906, but for various 

reasons the project was not taken up. The general features and value 

of this power development are discussed on page 252.

Kruzgamepa River is one of the best power streams in Seward 

Peninsula on account of the availability of good dam sites. Aside 

from the site at Salmon Lake, there is one just below the mouth of 

Crater Creek and one below Iron Creek, but power has never been 

developed on account of the distance of transmission, the cost of 

installation, and the uncertainty of the market.

The following gaging stations have been maintained on Kruzgamepa River and its tributaries:

Kruzgamepa Eiver at outlet of Salmon Lake, 1906-1910.

Kruzgamepa River above Iron Creek, 1908.

Dome Creek below Hardluck Creek, part of 1907.

Iron Creek below Canyon Creek, part of 1907.

Iron Creek above the tunnel, 1908-9.

Iron Creek at mouth, 1909.

Iron Creek flume at intake, 1909.

Pass Creek below the dam site, 1908-1910.

Smith Creek below Swift Creek, parts of 1908-9.

KRUZGAMEPA RIVEB AT OUTLET OF SALMON LAKE.

This station was established May 28, 1906, by J. P. Samuelson. 

A standard gage was installed June 23 and records have been kept 

during the greater part of each season since that date. It is located 

just below the outlet of Salmon Lake and the records show the total 

outflow available for storage and power development. Measuring 

conditions here are excellent. All low-water measurements were 

made by wading. High-water measurements were made by floats 

in 1906 and in the early part of 1907. On June 28, 1907, a cable 

was installed near the gage and was used for high-water measurements during the remainder of that year. The channel shifts 

slightly during extreme floods, but remained practically permanent from 1908 to 1910. As the flood records at this point are of 

especial value on account of the possibility of storage, an effort was 

made to begin the readings as early in the spring as possible. A 

little surface ice forms at the station during November, but the readings of the gage are not affected materially until about the middle
176 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

of December. During the winter the river does not freeze to the 

bottom, as many other streams in this section do, so that when the 

water begins to run in the spring the ice is lifted and carried away, 

leaving the channel clear.

The maximum recorded discharge of 4,300 second-feet occurred 

during the flood of September, 1910, probably on the 8th. The 

lowest recorded discharge was 51 second-feet in December, 1909. 

The absolute minimum should occur about April 1 and is probably 

a little less than 40 second-feet in ordinary years.

Separate tables of gage heights and discharges are given for the 

station for the reason that the periods covered by records in 1908 to 

1910 are too long to permit the data to be placed in a single table.

The fact that storage is available in Salmon Lake makes the determination of the total yearly run-off at this station desirable. The 

discharge for missing periods of each year has been estimated and a 

summary of monthly discharge, including totals in acre-feet, follows the 

tables showing daily gage height and discharge. In order to show 

the natural discharge of the drainage area the quantity of water diverted over the Nugget divide into the Nome River basin has been 

added to the monthly discharge determined from the records at the 

station. A table is also included to indicate the available storage 

in Salmon Lake in acre-feet for each foot of rise in the lake surface 

between elevations 442 and 501 feet.

Discharge measurements of Kruzgamepa River at outlet of Salmon Lake from 1906 to 1910.

[Elevation, 442 feet.]

Date.

1906. 

May 28».. ....................

May 29o.. .......... ..........

May 31o............ ..........

June 29. ......................

July9».......................

Do.......................

July 106. .....................

Aug. 15...... .................

Aug. 25.......................

Aug. 26.......................

Aug. 28.......................

Sept. 1. ......................

Sept. 7.. .....................

Sept. 17......................

Sept. 216.....................

Sept. 23&.. ...................

Sept. 246.. ...................

1907.

June 166......................

June 176......................

height. '

Feet. 

5.45

5.00

3.60

3 AC

1.00

no

q iQ

3.02

2.68

.38

.37

.70

.80

1.02

.85

.52

.27

2.38

2.06

1 80

2.97

2.56

1.88

Discharge.

Sec.-ft. 

3,450

3,140

2,350

1,910

425

353

315

2

OJA

2,090

1,760

212

209

312

371

458

373

248

175

1,550

1,120

QOK

2,050

1,640

1,020

Date.

1907. 

June 28 .......................

July 2. ............ ...........

July 4. .......................

July 14.......................

Auj. 14.......................

Aug. 23.......... .............

Sept. 11......................

Sept 20.......................

1908.

July 16.......................

Oct. 2. .......................

Oct.3. ........ ...............

1909. «

July 19. ......................

Sept. 1. ......................

1910.

Gage 

height.

Feet.

1.78

1.56

1.30

1 V7

.65

.39

.89

.68

2.52

2.19

.76

.30

.50

.04

.00

.00

1.52

1.09

1.07

1.92

Discharge.

Sec.-ft. 

991

751

567

616

304

232

438

qqn

1,520

1,310

358

148

220

110

89

89

237

124

117

1,050

o Float measurements by J. P. Samuelson. 

6 Partial float measurements.

e During October to Pjcember, 1908, and throughout 1909 the datum of the gage was 1.0 (oQt lover than 

at other periods,,
KBUZGAMEPA EIVEB DBAINAGE BASIN. 177

Daily gage height, in feet, of Kruzgamepa River at outlet of Salmon Lake for 1906-1910.

[Observers, J. P. Samuelson and M. Donworth,-J906-7; J. Jacobsen, 1908, 1910; J. Jacobsen and A. W.

Peterson, 1909.]

Day.

1906. 

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30.......

31.......

Day.

1908. 

1....

2.... 

3.... 

4.... 

5....

6.... 

7.... 

8.... 

9.... 

10....

11.... 

12.... 

13.... 

14.... 

15....

May.

5.45 

5.00 

4.05 

3.60

June.

......

July

0.95 

.90 

.85 

.75 

.70

.60 

.55 

.50 

.45 

.40

.40 

.45 

.40 

.40 

.35

June.

3.05 

3.75 

3.90 

4.20 

3.75

3.20 

2.45

1.20 

1.25 

1.20

1.12 

1.10 

1.05 

1.02 

.92

Aug.

0.75 

.70 

.60 

.60 

1.05

1.15 

1.00 

.90 

.75 

.65

.65 

.80

.85 

.85 

.85

July.

0.82 

.72 

.70 

.70 

.80

1.10 

1.10 

1.92 

3.05 

2.60

2.20 

1.95

1.85 

1.55 

1.45

1.25 

1.12 

1.08 

.98 

.90

.82 

.85 

.82 

.85 

.82

.80 

.72 

.70 

.62 

.55 

.50

Sept.

0.50 

.50 

.50 

.50 

.50

.45 

.40 

.40 

.40 

.35

.30 

.30 

.30 

.30 

.30

Aug.

0.48 

.42 

.38 

.36 

.38

.38 

.40 

.40 

.40 

.36

.35 

.35 

.36 

.34 

.36

.35 

.32 

.30

.26 

.32

.39 

.42 

.66 

.71 

.70

.76 

.90 

1.02 

1.05 

.99 

.94

Oct.

61.03 

.97 

1.00 

1.02 

1.06

1.00 

.98 

.96 

.96 

.95

.94 

.92 

.91

.88 

.90

Sept.

0.86 

.81 

.74 

.69 

.65

.60 

.53 

.49 

.46 

.41

.39 

.37 

.34 

.31 

.30

.28 

.26 

.27 

.52 

1.34

2.35 

2.40 

2.11

1.78 

1.58

1.38 

1.22 

1.08 

.98 

.88

Nov.

0.86 

.86 

.85

.85 

.85

.84 

.84 

.84 

.84 

.84

.84 

.84 

.85 

.85 

.85

Dec.

"6." 84 

""."84

""."si

Day.

1907. 

1.......

4.......

5.......

7.......

9

10.......

11.......

12.......

1O

15.......

16.......

17.......

18.......

19

20.......

21.......

00

23.......

24.......

25.......

26.......

27.......

'28.......

OQ

^n

31.......

Day.

1908. 

16.... 

17.... 

18.... 

19.... 

20....

21.... 

22.... 

23.... 

24.... 

25....

26.... 

27. ... 

28.... 

29.... 

30.... 11

June.

3.30

2.99

2.47 

2.72 

3.02 

2.80

2.32 

2.08 

2.00 

2.08 

2.22

2.30 

2.28 

2.12 

1.95 

1.78

June.

1.30 

1.15 

1.15 

1.15 

1.10

1.15 

1.10 

1.15 

1.05 

1.00

July.

1.70 

1.58 

1.44 

1.28 

1.20

1.20 

ol.50 

ol.45 

nl.40 

ol.35

ol.30 

al.25 

ol.SO 

1.35 

1.26

1.15 

1.10 

1.02 

1.00 

1.00

1.18 

1.18 

1.1S 

1.08 

1.05

1.02 

.98 

.80 

.72 

.62 

.60

July.

0.30

.30 

.30 

.25 

.20

.25 

.20 

.20 

.20

.15

.15 

.10 

.00 

.00 

.10 

.55

Aug.

0.80 

.75 

.65 

.65 

.65

.60 

.60 

.60 

.65 

.70

.70 

.65 

.60 

.60 

.55 

.50

Aug.

0.69 

.65 

.62 

.61 

.60

.55 

.48 

.45 

.45 

.44

.44 

.42 

.40 

.40 

.38

.40 

.69 

.94 

.97 

.90

.88 

.90 

.89 

.82 

.78

.80 

.88 

.84 

.86 

1.18 

1.20

Sept.

0.30 

.30 

.30 

.30 

.25

.25 

.25 

.20 

.10 

.05

.00 

.05 

.04 

.03 

.03

Sept.

1.14 

1.00 

.90 

.82

.77

.73 

.62

.58 

.71 

1.25

2.50 

2.26 

1.98 

1.59 

1.40

1.26 

1.10 

.98 

.86 

.74

.72 

.62 

.54 

.54 

.50

.48 

.46 

.42 

.38 

.34

Oct.

0.90 

.89 

.88 

.88 

.88

.88 

.88 

.88 

.87 

.88

.88 

.88 

.89 

.90 

.89 

.88

Oct.

0.30 

.23 

.21 

.20 

.19

Nov.

0.86 

.86

.86 

.85 

.85

.85 

"."85"

"."85"

Dec.

.:.:::

a Estimated on a basis of rainfalL 

63851° WSP 314 13 12

* Datum lowered 1 foot.
178 SUEFACB WATEB SUPPLY OF SEWAED PENINSULA.

Daily gage height, in feet, of Kruzgamepa River at outlet of Salmon Lake for 1906-1910 

Continued.

Day.

1909. 

1....................

2....................

4....................

5....................

7....................

8....................

9....................

10....................

11....................

12....................

11

14....................

15....................

16....................

17....................

1R

19....................

20....................

21....................

22....................

23....................

24....................

OC

26....................

27....................

28....................

29....................

30

31....................

Day.

1910. 

1....

2....

3....

4....

5....

7.... 

8.... 

9.... 

10. ...

11.... 

12....

13....

14.... 

15....

May.

......

:.....

 

June.

1.65 

1.70

1.75 

1.75

1.70

1.72 

1.78 

1.82 

1.69 

1.66

1.52 

1.40

1.24 

1.16 

1.10

May.

3.50

July.

2.88 

2.82

2.72 

2.62

2.51

2.40 

2.24 

2.14 

1.94 

1.80

1.54 

1.46

1.42 

1.44

1.50

Aug.

1.34 

1.30

1.34 

1.34

1.26

1.16 

1.13 

1.08 

1.04 

.96

.89

.85

.92 

1.00 

1.18

June.

2.90 

2.81 

2.84

2.80 

2.88 

2.82 

2.78

2.83 

2.81

2.82 

2.83

2.88 

2.84 

2.82

2.75 

2.70 

2.69 

2.75 

2.62

2.40 

2.30 

2.30 

2.58 

2.50

Sept.

0.85 

<u

.98 

90

.86

.88 

2.50 

5.00

July.

2.44 

2.41 

2.40 

2.34 

2.28

2.30 

2.26 

2.19 

2.12 

2.09

2.00 

1.96 

1.90 

1.80 

1.69

1.62 

1.57 

1.51 

1.48 

1.48

1.39 

1.35 

1.28 

1.25 

1.26

1.25 

1.25 

1.21 

1.15 

1.11 

1.10

Oct.

1.01

.88

.81 

.74

.64

.57 

.52 

.48 

.44 

.41

.37 

.34

.31 

.28 

.24

Nov.

0.10 

.10

.09 

.09

.08 

.07

------

Aug.

1.11 

1.10 

1.06 

1.12 

1.14

1.16 

1.11 

1.04 

1.08 

1.34

1.32 

1.30 

1.30 

1.29 

1.30

1.22 

1.23 

1.25 

1.24 

1.25

1.23 

1.21

1.18 

1.16 

1.14

1.13 

1.08 

1.08 

1.11 

1.16 

1.12

Day.

1910. 

16....

17....

18.... 

19

20. ...

21.... 

22.... 

23.... 

24.... 

25....

26.... 

27....

28.... 

29.... 

30.... 

11

Sept.

1.09 

1.06 

1.05 

1.04

1.07

1.07 

1.06 

1.05 

1.03 

1.03

1.03 

1.03 

1.03 

1.03 

1.01

1.01 

.98 

.95 

.94 

.95

.98 

1.00 

1.04 

1.00 

.99

.97 

.96 

> .95 

.93

.92

May.

"i."45"

1.35 

1.45

1.55 

1.65 

1.65 

1.55

June.

.90

.88 

.76

.67

1.04 

1.32 

1.52 

1.74 

1.82

1.87 

1.98

2.26 

2.50 

2.82

Oct.

0.90

.90 

.88 

.87 

.86

.85 

.84

.84 

.85 

.76

.75 

.75 

.75 

.74 

.75

.75 

.70 

.72 

.70 

.70

.70 

.68 

.66 

.68 

.75

.80 

.85 

.90 

.90 

.85 

.80

July.

1 54

1 56

1.54

1 58

1. 62

1.75 

1.90 

2.00 

2.04 

2.00

1.97 

1,89

1.78 

1.61 

1.52 

1 4?!

Aug

1 44

1 fil

1.66

1.40

1.26 

1.12 

1.02 

.95 

.86

.81 

.80

.77 

.74 

.71 

.70

Nov.

0.80 

.78 

.77 

.76 

.75

.75 

.74 

.74 

.73 

.74

.74 

.75

.75 

.74 

.73

.73 

.72 

.72 

.72 

.72

.70 

.70 

.69 

.69 

.68

.68 

.68

Sept.

......

'i.~73'

2.40

"i'is"

1.63 

1.46 

1.22

Dec.

0.66

.65

.65

Oct. Nov.

0.22 ......

.20 ......

.20 ......

.18 ......

.17 ...... 

.15 ...... 

.14 ...... 

.14 ...... 

.13 ......

.13 ...... 

.12 ......

.12 ...... 

.12 ......

.11 !......
KBUZGAMEPA RIVER DRAINAGE BASIN. 179

Daily discharge, in second-feet, ofKruzgamepa River at <mtkt of Salmon Lalefor 1906-1910.

[Drainage area, 84 square miles.]

Day.

1906. 

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

Day.

1907. 

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

Day.

1908. 

1....

2....

3....

4....

5....

7....

8.'...

9....

10.-..

11....

12. ...

13....

14....

15. ...

May.

June.

2,360

June. July

...... 375

...... 355

...... 335

...... 295

...... 275

...... 242

...... 226

...... 210

...... 196

...... 182

...... 182

...... 196

...... 182

...... 182

...... 169

June.

1,920 

2,760 

2,950 

3,360 

2,760

2,080 

1,320 

1,260 

1,210 

1,150

1,100 

1,040 

985 

929 

873

July.

875 

791 

696 

599 

555

555 

735 

702 

670 

640

610 

582 

610 

640 

588

Aug.

295 

275 

242 

242

418

465 

395 

355 

295 

258

258 

315 

335 

335 

335

July.

272 

241 

235 

235 

265

380 

380 

1,030 

2,130 

1,640

1,280 

1,060

985 

768 

702

Aug.

326 

312 

302

298 

295

280 

259 

250 

250

247

247 

241 

235 

235 

229

Sept.

210 

210 

210 

210 

210

196 

182 

182 

182 

169

156 

156

156 

156 

156

Aug.

239 

221 

209 

203 

209

209 

215 

215 

215 

203

200 

200 

203 

197 

202

Sept.

1, 

1, 

],

Oct.

97 

87 

92 

96 

103

92 

89 

86 

86 

84

82 

79 

78 

73 

76

522 

450 

405 

373 

354

340 

302 

289 

334 

582

560 

330 

090 

79S 

670

Sept.

387 

364 

336 

316 

300

280 

256 

242 

233 

218

212 

206 

197 

188 

185

Oct.

205 

188 

182 

180 

178

No v. Dec.

70 67 

70 67 

68 67 

68 67 

68 67

67 67 

67 67 

67 67 

67 67 

67 67

67 67 

67 67 

68 67 

68 ...... 

68 ......

Day.

1906. 

16.......

17.......

18.......

19.......

20.......

21.......

22. ......

23.......

24.......

25.......

26.......

27.......

28.. ..... 

29.......

30.......

31.......

Day.

1907. 

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30.......

31.......

May.

3,450 

3,140 

2,580 

2.350

June.

2,040 

1,530 

1,770 

2,070 

1,850

1,390 

1,180 

1,110 

1,180 

1,300

1,370 

1,350 

1,210 

1,070 

935

Day. June.

1908. 

16.... ......

17.... ......

18.... ......

19

20.... ......

21.... 550 

22.. 465 

23.. 465 

24.. 465 

25.. 440

26.. 465 

27.. 440 

28.. 465 

29.. 418 

30. . 395 

31.... ......

July

156 

156

156 

144 

132

144 

132 

132 

132 

121

121 

110 

92 

92 

110 

226

June.

817 

761 

705 

649 

593

537

481 

425 

448 

425

389 

380 

360 

348 

308

July.

528 

500 

460 

450 

450

544 

544 

511 

490 

475

460 

441 

365 

337 

302 

295

Aug.

315

295 

258 

258 

258

242 

242 

242 

258 

275

275

258 

242 

242 

226 

210

July.

582 

511 

490 

441 

405

369 

382 

369 

382 

369

360 

328 

320 

288 

262 

245

Aug.

235 

326 

423 

436 

405

397 

405 

401 

373

358

365

397 

381 

389 

544 

1555

Sept.

156 

156 

156 

156 

144

144 

144 

132 

110 

101

92

101 

99 

97 

97

Aug.

200 

197 

185 

175 

191

212 

221 

304 

324 

320

344 

405 

460 

475 

446 

423

Sept.

588 

500 

441 

389 

344

337 

302 

277 

277 

265

259 

253 

241 

229 

217

Oct.

76 

74 

73 

73 

73

73 

73 

73 

72 

73

73

73 

74 

76 

74 

73

Nov

70 

70 

70 

68 

68

68 

68 

68 

68 

68

68 

68 

68 

68 

68

Sept.

180 

175 

178 

252 

634

1,410 

1,460 

1,200 

930

787

658 

566 

490 

441 

396

Oct.

Dec.

-----
180 SUBFACE WATEB SUPPLY OF SEWABD PENINSULA.

Daily discharge, in second-feet, of Kruzgamepa River at outlet of Salmon Lake for 1906-

1910 Continued.

Day.

1909. 

1....................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9....................

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

18

19....................

20....................

21....................

22....................

23....................

24....................

25....................

26....................

27....................

29....................

30.................... 71

May.

100

onn

500

700

900

1,100

1,100

1,100

1,100

1,000

1,000

1,000

June.

1,000

08(1

980

917

938

Qln

966

924

896

903

910

917

924

931

917

09 A.

031

966

QOQ

O9J.

875

840

833

875

7CM

650

<?QO

590

758

710

July.

674

fififi

650

614

579

590

568

530

491

475

430

419

385

. 340

90fi

979

255

235

226

226

198

187

168

160

163

160

160

150

136 107

loc

Aug.

127

125

117

130

134

13Q

127

113

121

184

173

170

173

 153

156

160

158

160

156

150

143

139

134

132

121

121

127

139

130

Sept.

123

117

115

113

119

119

117

115

111

111

111

111

111

111

107

107

101

OR

O4

Ofi

101

105

113

105

103

100

98

Ofl

91

Oct.

87

ft?

84

82

fti

70

77

77

79

65

64

64

64

63

64

64

57

60

57

57

57

55

52

55

64

71

79

ft7

87

79

71

Nov.

71

68

67

65

64

64

63

63

61

63

63

64

64

63

61

61

60

60

60

60

57

57

56

56

55

55

55

54

54

53

Dec.

53

52

52

52

52

52

51

51

51

51

51

51

51

51

51

51

51

,

Day.

1910. 

1....

2....

3....

5....

6....

7....

8....

10....

11....

12....

13....

14.... 

15....

May.

a40 

40

June.

600

630

740

74(1

o800

854

896

924

833

812

722

650

557

513 

480

July.

1,880

1,820

1 720

1,620

1,520

1,420

1,280

1,190

1,010

910

734

686

662

674 

710

Aug.

614 *>on

614

614

568

513

496

470

4fi(i

412

380

362

394

430 

524

Sept.

362

d(\H

421

385

367

376

1,510

4,300

3,300

2,400

1,700

1,200

800

600 

450

Oct.

435

376

344

316

970

255

239

226

91S

204

1QO

184

176

168 

158

NOV.

125

125

123

123

Day.

1910. 

16....

17....

18....

19

20....

21....

22....

23....

24....

25....

26....

27....

28....

29.... 

30. ... 

31....

May.

60

150

150

91 fi

210

290

370

450

450

520

560 

560 

480

June.

430

385

376

324

292

450

602

722

868

924

959

1,040

1,290

1,510 

1,820

July.

734

746

734

758

784

875

980

1,060

1,100

1,060

I

fVtfi

973

896

777 

722 

662

Aug.

674

777

812

74fi

650

568

491

440

408

367

344

340

328

316 

304 

300

Sept.

395

340

300

260

225

250

300

861

1 420

2,000

i Ann

791

686 

546

Oct.

153

148

148

14K

143

141

136

134

134

132

132

130

130

130 

127 

127

Nov.

------

i Discharge was affected by ice, and the values are estimated.
KEUZGAMEPA EIVEB DRAINAGE BASIN. 181

Monthly discharge of Kruzgamepa River at outlet of Salmon Lake, 1906 to 1910. 

[Drainage area, 84 square miles.]

Month.

1906. 

January...........................

April. .............................

May...............................

July...............................

September. . ......................

December .........................

1907. 

January. ..........................

March

April..............................

May...............................

July...............................

December.........................

The year.......... .........

1908.

March _ . .....

April.. ............................

May..............................

July...............................

October. ..........................

November. ......................

December. .......................

The year. ..................

1909. 

January.. . ........................

February .........................

April..............................

May...............................

July...............................

1910.

March.............................

April..............................

M$y...............................

July...............................

August ........

October...........................

Discharge in second-feet.

Maximum.

3,450 

3,360 

2,130 

475 

1,460 

390

3,450

o2,500 

o2,600 

875 

555 

1,560 

205

2,600

ol,100 

ol,100 

375 

465 

210 

103 

70 

67

1,100

1,100 

1,000 

674 

184 

123 

87 

71 

53

1,100

560 

1,820 

1,880 

812 

4,300 

435 

125

4,300

Minimum.

m

 50 

308 

235 

175 

175

«40 

935 

295 

229 

217

o40 

395 

92 

210 

92 

72 

67

40 

590 

125 

113 

91 

52 

53

o40 

292 

662 

300 

o225 

127 

«65

Mean.

80 

60 

50 

50 

888 

1,110 

575 

266 

466 

210 

110 

90

330

70 

60 

50 

40 

507 

1,870 

555 

347 

489 

150 

90 

70

358

60 

50 

50 

40 

413 

732 

188 

299 

161 

80.0 

68.1 

65

184

60 

50 

40 

40 

348 

874 

349 

149 

108 

70.0 

60.6 

50

183

50 

45 

40 

40 

188 

758 

1,020 

493 

977 

192 

91 

60

330

Per 

square 

mile.

0.95 

.71 

.60 

.60 

10.6 

13.2 

6.85 

3.17 

5.55 

2.50 

1.31 

1.07

3.92

.83

.71 

.60 

.48 

6.04 

22.3 

6.61 

4.13 

5.82 

1.79 

1.07 

.83

4.27

.71 

.60 

.60 

.48 

4.92 

8.71 

2.24 

3.56 

1.92 

.95 

.81 

.77

2.19

.71 

.60 

.48 

.48 

4.14 ia 4

4.15 

1.77 

1.29 

.83 

.72 

.60

2.18

.60 

.54 

.48 

.48 

2.24 

9.02 

12.1 

5.87 

1L6 

2.29 

1.08 

.71

3.92

Run-off.

Depth in 

inches on 

drainage 

area.

1.10 

.74 

.69 

.67 

12.19 

14.73 

7.90 

3.66 

6.19 

2.88 

1.46 

1.23

53.44

.96

.74 

.69 

.54 

6.96 

24.88 

7.62 

476 

6.49 

2.06 

1.19 

.96

57.85

.82 

.65 

.69 

.54 

5.67 

9.72 

2.58 

4.10 

2.14 

1.10 

.90 

.89

29.80

.82 

.62 

.55 

.54 

4.77 

11.60 

478 

2.04 

1.44 

.96 

.80 

.69

29.61

-i " ' ___ __ 

.69 

.56 

.55 

.54 

2.58 

10.06 

1400 

6.77 

12.97 

2.64 

1.20 

.82

53.38

Total in 

acre-feet.

4,920 

3,330 

3,070 

2,980 

54,600 

66,000 

35,400 

16,400 

27,700 

13,900 

6,540 

5,530

239,000

4,300 

3,330 

3,070 

2,380 

31,200 

111,000 

34,100 

21,300 

29,100 

9,220 

5,360 

4,300

259,000

3,690 

2,880 

3,070 

2,380 

25,400 

43,600 

11,600 

18,400 

9,580 

4,920 

4,050 

4,000

134,000

3,690 

2,780 

2,460 

2,380 

21,400 

52,000 

21,500 

9,160 

6,430 

4,300 

3,610 

3,070

133,000

3,070 

2,500 

2,460 

2,380 

11,600 

45,100 

62,700 

30,300 

58,100 

11,800 

5,410 

3,690

239,000

Estimated.
182 SURFACE WATEB SUPPLY OF SBWAED PENINSULA.

Storage available at Salmon Lake for each foot of rise between elevations 442 and 501 feet.

Elevation.

Feet.

442

443

444

445

446

447

448

449

450

451

452

453

454

455

456

Storage.

Acre-feet.

0

1,860

3,780

5,720

7,750

9,800

11,900

14,000

16,200

18,400

20,700

23,000

25,400

27,800

30,300

Elevation.

Feet.

457

458

459

460

461

462

463

464

465

466

467

468

469

470

471

Storage.

Acre-feet.

32,900

35,500

38,200

40,900

43,700

46,500

49,400

52,300

55,300

58,300

61,400

64,500

67,700

70,900

83,200

Elevation.

Feet.

472

473

474

475

476

477

478

479

480

481

482

483

484

485

486

Storage.

Acre-feet.

86,500

89,900

93,300

96,800

100,000

104,000

108,000

101,000

105,000

109,000

114,000

118,000

122,000

126,000

130,000

Elevation.

Feet.

487

488

489

490

491

492

493

. 494

495

496

497

498

499

500

501

Storage.

Acre-feet.

134,000

138,000

142,000

146,000

150,000

154,000

159,000

163,000

167,000

172,000

176, 000

181,000

185,000

190,000

194,000

KRUZGAMEPA EIVEE ABOVE IRON CHEEK.

This station was established June 22, 1908, to obtain data on the 

flow of lower Kruzgamepa River and especially the flow past the 

lower end of the Iron Creek tunnel. It is half a mile above the 

mouth of Iron Creek and below all tributaries entering the river 

from the south side of the Kigluaik Mountains. No water is diverted 

out of the drainage basin except a small amount from the Nugget 

divide. The gage was located near the junction of two channels, 

which were measured separately by wading; the channel below the 

gage shifted during moderately high water, so that the records are 

only fairly reliable. The minimum recorded discharge for one week 

was 181 second-feet August 23-29, 1908. The discharge for the 

corresponding period at Salmon Lake was 114 second-feet.

Discharge measurements of Eruzgamcpa River above Iron Creek in 1908. 

[Elevation, 248 feet.]

Date.

June 22..... ___ ...........

Julyl.........................

JulyS.........................

Gage 

height.

Feet. 

1.65

1.51

1.10

Discharge.

Sec.-ft.

592

597

512

OOO

Date.

July 17.... ...................

Aug. 23. .....................

Sept. 28... ...................

Sept. 30..... .................

Gage 

height.

Feet. 

1.00

1.80

1.20

1.13

Discharge.

Sec.-ft. 

230

446

194

160
RIVEB DRAINAGE BASINV

Daily gage height, in feet, and discharge, in second-feet, of Kruzgamepa River above Iron

Creek for 1908.

[Drainage area, 153 square miles. Observer, A. C. Stewart]

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....................................

Mean per square mile ................ 

Run-off, depth in inches, on drainage

June.

Gage 

height.

1.65 

1.62 

1.64 

1.76

1.71 

1.78 

1.74 

1.67 

1.59

........

Discharge.

602 

586 

597 

663

636 

674 

652 

614 

570

4.15 

1.39

July.

Gage 

height.

1.53 

1.42 

1.36 

1.26 

1.21

1.14 

1.11 

1.10 

1.06 

1.01

1.02 

1.12 

1.08 

1.03 

1.00

.99 

.98 

.97 

.96 

.97

.96 

.93 

.92 

.90

.87

.84 

.82

.82 

.80 

1.27 

2.12

Discharge.

536 

476 

445 

395 

370

338 

324 

320 

304

284

288 

278 

262 

242 

230

226 

223 

220 

216 

220

216 

206 

202 

195 

186

177 

171 

171 

165 

342 

808

291 

1.94

2

*)A

August.

Gage 

height.

1.91 

1.73 

1.71 

2,00 

2.12

1.96 

1.82 

1.81 

1.76 

1.66

1.71 

1.85 

2.01 

1.91 

1.85

1.80 

1.76 

1.72 

1.71 

1.74

1.70 

1.68 

,1.75 

1.96 

1.90

1.86 

1.82 

1.76 

1.74 

1.68 

1.71

--------

Discharge.

681 

576 

566 

735 

808

533 

456 

450 

425 

375

400

472 

560 

506 

472

445 

425 

405 

400 

415

395

385 

420 

533 

500

478 

456 

425 

415 

385 

400

481 

3.21

3.70

September.

Gage 

height

1.82 

1.76 

1.76 

1.73 

1.68

1.64 

1.60 

1.60 

1.58 

1.52

1.49 

1.41 

1.41 

1.41 

1.46

1.50 

1.51 

1.40 

1.40 

1.34

1.38 

1.36 

1.32 

1.32 

1.28

1.31

1.20 

1.16 

1.13

........

Discharge.

456 

425 

425 

410 

385

365 

345 

348 

336 

309

296 

264 

264 

264 

284

300 

304 

260 

260 

236

252 

244 

228 

228 

214

224 

207 

190 

178 

169

289 

1.93

2.15

IRON CREEK DRAINAGE BASIN. 

DESCRIPTION.

Iron Creek is the largest tributary of Kruzgamepa River in point 

of drainage area and is the most important from a miner's standpoint. 

It rises near the head of Willow Creek, a tributary of the Casadepaga, 

and flows in a general northward direction for about 20 miles, entering the Kruzgamepa about 12 miles below Salmon Lake. Its basin 

joins that of Eldorado River on the west and that of American 

Creek on the east. It drains an area of 52 square miles, composed 

largely of limestone and schist hills which reach a maximum elevation of about 2,300 feet. The elevation at the mouth of Eldorado 

Creek is about 630 feet; at the mouth of Canyon Creek, 450 feet; 

and at its junction with the Kruzgamepa, 248 feet. The naming of 

the main stream is peculiar in that the upper, middle, and lower 

sections bear different titles. The upper portion, above the mouth 

of Eldorado Creek, is known as Telegram Creek. Below Eldorado 

and above Left Fork a small tributary from the east flowing from the 

sides of Iron Mountain the stream is designated Dome Creek, and
184 SURFACE WATER SUPPLY OP SEWARD PENINSULA.

the remainder of the course constitutes Iron Creek proper. Hardluck Creek is a small tributary of Dome Creek from the east. The 

principal tributaries of Iron Creek are Discovery and Canyon creeks 

from the west. Below Canyon Creek are Pajaro, Rabbit,. Sidney, 

Benson, Bobs, Easy, Bertha, and Stella creeks, which are small but 

which produce more or less gold.

Several ditches have been built to divert the flow of Iron Creek. 

The Gold Beach Development Co. constructed two in 1906. One 

has intakes on Eldorado and Discovery creeks and extends to Discovery claim, just below the mouth of Discovery Creek. The other has 

its intake on Canyon Creek and delivers water into the same penstock as the first. The water diverted in this manner was used to a 

small extent for milling in the bed of Iron Creek in 1906-7. Two 

other ditches were begun but never completed. One of these had its 

intake at the head of Dome Creek. The other project proposed to 

divert water fr@m Rock and Slate creeks, tributaries of Kruzgaraepa River, over Matthews Gap at the head of Barney Creek.

The Golden Gate Mining Co. constructed a ditch and flume line 

from a point about a mile below the mouth of Canyon Creek to Easy 

Creek, but it has fallen into disuse. A small ditch diverts the flow 

of a spring on the south side of Iron Mountain to Easy Creek.

DOME CREEK BELOW HAHDX.UCK CREEK.

Since 1900 Dome Creek, the middle portion of Iron Creek, has been 

the scene of small-scale mining operations resulting in a considerable 

production of gold. A ditch was started at the head of the creek in 

1906 by the Gold Beach Development Co., but was never completed.

Records were begun below Hardluck Creek August 1, 1907, but 

were discontinued because the gage was washed out on August 18. 

A temporary gage was installed later and two measurements were 

referred to it. The data are only approximate, as no low-water 

measurements were obtained.

Daily gage height, in feet, and discharge, in second-feet, of Dome Creek below Hardluck

Creek for 1907.

[Drainage area, 12.3 square miles; observer, A. H. Moore.]

Date.

1.. ..........................

2............................

3............................

4,. ..........................

5............................

...... ....... ................

T.... ........................

a

9............................

10............................

August.

Gage 

height.

0.40 

.39 

.38 

.37 

.34

.31 

.30 

.27 

.24 

.22

Discharge.

25 

24 

23 

22 

20

18 

17 

15 

14 

13

Date.

11............................

12............................

13............................

14............................

15............................

16............................

17............................

Run-off, depth in inches on

August.

Gage

height.

0.20 

.22 

.26 

.26 

.28

.55 

.70

Discharge.

12 

13 

15 

15 

16

54

101

24.5 

1.22

.77
KEUZGAMEPA EIVEB DBAINAGE BASIU. 185

IRON CHEEK BELOW CANYON CREEK.

A gaging station was established August 1, 1907, on Iron Creek 

below the mouth of Canyon Creek, and records were obtained during 

the same period as those on Dome Creek. The records, though somewhat uncertain, are of value as indicating the amount of low-water 

flow in 1907. The discharge at this point is about the same as at the 

station above the tunnel.

Daily gage height, in feet, and discharge, in second-feet, of Iron Creek below Canyon Creels

for August, 1907. 

[Drainage area, 38 square miles.]

Date.

1.. ..........................

2............................

3............................

4............................

5............................

6............................

7............................

9............................

10............................

Gage 

height.

2.10

2.10

2.10

2.10

2.08

2.08

2.08

2

(\C

2.02

2.00

Discharge.

52

52

52

52

50

50

50

47

43

41

Date.

11............................

12............................

13............................

14. ......................... ..

15............................

16............................

17............................

Run-off, depth in inches on 

drainage area ...............

Gage 

height.

1.90

1.90

1.90

1.90

2.00

2.18

2.45

Discharge.

33

33

33

33

41

62

100

48.5

.97

.61

NOTE. These discharges are only approximate as no low-water measurements were made. 

IRON CREEK ABOVE THE TUNNEL.

About half a mile above its mouth Iron Creek makes a bend toward 

the Kruzgamepa and comes within about a quarter of a mile of that 

stream. A tunnel was driven between the two streams during the 

winter of 1907-8 and a flume was constructed in it in 1908-9. The 

difference in water level at the two ends of the tunnel is 29 feet, 13 

feet of which was utilized in constructing the tunnel to a grade of 

1 per cent. It was planned to extend the tunnel and flume under the 

bed of Iron Creek in order to sluice the gold gravel through the flume 

and dispose of the tailings in Kruzgamepa River.

A gaging station was established June 22, 1908, above the tunnel 

to obtain the amount of water available for sluicing. Records at 

this point are unaffected by diversion and give practically the total 

flow of Iron Creek. During the later part of 1908 the gage heights 

were influenced by the building and raising of a dam to divert the 

water into a canal which carried it away from the tunnel entrance. 

In 1909 the gage was read beginning July 20. The gage heights were 

affected by the deposition of mud and by changes in the dam, so that 

discharges have been obtained by the indirect method. The discharge at this point for the early part of the season has been computed from the records kept at the railroad bridge and in the flume. 

The maximum discharge recorded was 1,160 second-feet, June 16, 

1909, at the bridge station. The minimum for one week was 16.9 

second-feet, for September 4 to 10, 1909.
186 SUBFACE WATER SUPPLY OF SEWARD PENINSULA.

Discharge measurements of Iron Creek above tunnel in 1908 and 1909. 

[Elevation, 280 feet.]

Date.

1908.

June 23. ......................

Julyl. .......................

July2. .......................

July9. .......................

July 18. ......................

Aug.24.. .....................

Sept. 28. .....................

height.

Feet. 

1.25

1.37

1.10

.98

.70

60

1.22

.98

Discharge.

See.-ft. 

100

118

70

59

34

24

77

40

Date.

1908.

1909.

July 27. ......................

Aug. 316. ....................

Sept.46.. ............ ........

Gage 

height.

Feet.

O oo

3.30

.39

.37

.37

.36

Discharge.

See.-ft.

Q1

1,160

24

20

17.4

16

a Measured at railroad bridge and 20 second-feet added for flume diversion. The gage height was estimated from a high-water mark. 

i> Measured near mouth, 

c Measured above gage.

Daily gage height, in feet, and discharge, in second-feet, of Iron Creek above the tunnel for

1908-9.

[Drainage area, 50 square miles. Observers, A. C. Stewart, 1908: George Lorimer, 1909.]

Day.

1908. 

1.......... ..........................

2....................................

3....................................

4....................................

5....................................

6....................................

7....................................

8....................................

9....................................

10....................................

11....................................

12....................................

13....................................

14....................................

15....................................

16....................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24....................................

25....................................

26....................................

27....................................

28....................................

29....................................

30....................................

31....................................

Mean .......................... 

Mean per square mile. ............... 

Run-off, depth in inches on drainage

June.

Gage 

height.

1.34 

1.26 

1.39 

1.32

1.20 

1.28 

1.27 

1.06 

1.16

.::::::.

Discharge.

112 

97 

122 

108

87 

101 

99 

67 

80

97.0 

1.94

.65

July.

Gage 

height.

1.11 

.79 

.82 

.76 

.76

.76 

.72 

.72 

.70 

.64

.66 

.66 

.61 

.62 

.58

.57 

.58 

.56 

.56 

.54

.54 

.53 

.51 

.50 

.50

.50 

.51 

.50 

.50 

1.50 

1.72

........

Discharge.

73 

39 

42 

37 

37

37 

34 

34 

32

28

29 

29 

26 

26 

24

23 

24 

23 

23 

21

21 

21 

20 

19 

19

19 

20 

19 

19 

146 

202

37.6 

.75

.86

August.

Gage 

height.

1.00 

.80

.77 

.78 

1.76

1.16 

.99 

.90 

.88 

.82

.92 

1.02 

1.11 

1.11 

1.02

1.15 

.96 

.92 

LOS 

.96

.92 

.91 

1.19 

1.15 

1.06

1.00 

.96 

.93 

.92 

.90 

1.06

.:....:.

Discharge.

59 

40 

38 

38 

213

70 

52 

44 

43 

38

46 

55 

64 

64 

55

68 

49 

46 

58 

49

46 

45 

73 

68 

59

53

49 

47 

46 

44 

59

77.4 

1.15

1.33

September.

Gage 

height

1.02

.98 

.97 

.92 

.90

.88 

.91 

.91

.88 

.85

.99 

.92 

.89 

.86 

.86

1.02 

1.02 

1.12 

.99 

1.00

1.04 

.90 

.85 

.95 

.82

.90

.98

.83

........

Discharge.

55 

51 

50 

46 

44

43

45 

45 

43

40

40 

36 

34 

33 

33

42 

42 

50 

40 

41

44 

35 

32 

38 

30

35

38 

40 

31 

25

40.0 

.80

.89
KBUZGAMEPA EIVEB DRAINAGE BASIN. 187

Daily gage height, in feet, and discharge, in second-feet, of Iron Creek above the tunnel for

1908-9 Continued.

Day.

1909. 

1....................................

2....................................

3....................................

4....................................

5....................................

6....................................

7....................................

8....................................

9....................................

10....................................

11....................................

12....................................

13....................................

14....................................

15....................................

16....................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24....................................

25....................................

26....................................

27....................................

28

29....................................

30....................................

31....................................

Mean..........................

Mean per square mile ............... 

Run-on, depth in inches on drainage

June.

Gage 

height.

........

Discharge.

i,ieo

516 

509 

514 

418

283 

347 

240 

162 1*3

181 

223 

311 

641 

180

389

7.78

4.34

July.

Gage 

height.

a 34

.34 

.32 

.39 

.35 

.32

.32 

.40 

.42 

.40 

.32 

.36

........

Discharge.

194 

129 

149 

138 

123

122 

121 

94 

89 

83

84 

66 

63 

50 

45

40 

35 

32 

28 

24

24 

23 

26 

24 

23

23

27 

26 

24 

20 

22

63.6

1.27

1.46

August.

height.

0.31 

.30 

.41 

.52 

.42

.39

.44 

.38 

.80 

.82

.63 

.60 

.72 

.65 

.52

.52 

.50 

.49 

.49 

.48

.50 

.48 

.47 

.50 

.48

.40 

.42 

.40 

.45 

.38 

.38

........

Discharge.

19 

19 

24 

30 

24

23 

25 

22 

50 

50

36 

34 

42 

37 

29

29

28 

27 

26 

26

27 

26 

25 

27 

26

22 

23 

20 

23 

19 

19

27.6

.552 

.64

September.

Gage 

height.

a 39

.35 

.37 

.38 

.39

.35 

.38 

.38 

.38 

.37

.39 

.41 

.56 

.52 

.51

.51 

.61 

.55

.45 

.46

.42 

.41

Discharge.

19 

17 

18 

17 

17

16 

17 

17 

17 

17

17 

18 

25 

23 

23

23 

28 

25 

20 

21

19

18

19.6 

.392

.32

IRON CREEK AT MOUTH.

A gage was established on the Seward Peninsula Railway bridge 

just above the mouth of Iron Creek on June 16, 1909, in order to 

obtain a record of a portion of the spring run-off. The Iron Creek 

flume was diverting water past this station until August 3. Readings 

at this point were used only till July 14, as the records above the tunnel 

are better after this date. Measurements during high water were made 

from the railway bridge and during low water by wading. Measuring conditions were good and the curve is well defined from the 

zero value to the maximum discharge. The combined discharge of 

the creek at this station and of the flume are given with the records 

for the station above the tunneL
188 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Discharge measurements of Iron Creels at mouth in 1909. 

[Elevation, 248 feet.]

Date.

July 27o. ....................

&

Feet. 

4.55

3.60

1.78

Discharge.

Sec.-ft. 

1 140

499

5.9

Date.

Aug. 316.. ...................

heigjit.

Feet. 

2.05

2.05

2.01

Discharge.

See.it. 

20.0

17.4

16.0

Measured at mouth. 6 Measured above tunnel, 1 mile above mouth.

Daily gage height, in feet, and discharge, in second-feet, of Iron Creek at mouth for 1909.

[Observer, O. E. Wheeler.]

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

June.

Gage 

height.

4.55

Discharge.

1,140

. -July.

Gage 

height.

2.88 

2.65 

2.72 

2.68 

2.62

2.60 

2.60 

2.48 

2.45

2.42

2.42 

2.32 

2.30 

2.20

Discharge.

180 

114 

132 

121 

106

101 

101 

75 

-70 

64

64 

47 

44 

31

Day.

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26...............

97

28...............

29. ..............

on

^1

June.

Gage 

height.

3.61 

3.60 

3.60 

3.40

3.10 

3.25 

3.00 

2.78 

2.75

2.85 

2.95 

3.15 

3.80 

2.85

Discharge.

506 

500 

500 

400

265 

332 

225

148 

140

170 

206 

288 

620 

170

374

JulyGage 

height.

Discharge.

89.3

IRON CREEK FLUME AT INTAKE.

This station was established June 17, 1909, to determine the 

amount of water diverted by the flume. The gage was located at the 

intake of the flume just above the tunnel entrance, its zero being 

about 0.2 foot above the bottom of the flume. Measurements were 

made at the gage and records were kept until August 3, when the 

flume became blocked by the caving of its walls. It has not been 

reopened.

Discharge measurements of Iron Creek flume at intake in 1909. 

[Elevation, 280 feet.]

Date.

Do.......................

Gage 

height.

Feet.

.45

Discharge.

Sec.-ft.

Q fil

fl.82

Date.

July 20.. .....................

July 27.. .....................

height.

Feet. 

1.05

.80

Discharge.

Sec.-ft. 

22.6

17.2
KBUZGAMEPA BIVER DRAINAGE BASIN. 189

Dotty gage height, in feet, and discharge, in second-feet, of Iron Creek flume at intake for 1909.

[Observer, George Lorimer.J

Day.

1. .........

2.......... 

3..........

4..........

5..........

6.......... 

7.......... 

8..........

9.......... 

10..........

11.......... 

12.......... 

13..........

14..........

15..........

16..........

June.

height. Gage 

------

------

......

Q

------

......

------

20.0

July.

height. Gage 

0.68 

.72 

.80 

.82

.78

.95 

.92

Of)

.90 

.90

.91 

.90

.88 

.88 

.90

.95

P 

|

s

14.4 

15.2 

17.0 

17.5

16.6

20.6 

19.9 

19 4

19.4

10 A.

19.6 

19.4 

18.9 

18.9

1Q A.

20.6

August.

height. Gage 

0.82 

.82 

.95

------

Q

17.5 

17.5 

20.6

------

------

......

Day.

17.......... 

18..........

in

20..........

21..........

22.......... 

23.......... 

24..........

25..........

26.......... 

27.......... 

28.......... 

29..........

on

O1

Mean.

June.

S

. o

0.45 

.42 

.68

.85

.85 

.70 

.72 

.65 

.62

.52

.78 

1.05 

.98 

45

......

ft

9.9 

9.4 

14.4 

18.2

18.2 

14.8 

15.2 

13.8 

13.2

11.2 

16.6 

23.0 

21.3 

9 9

15.3

July.

height. Gage 

0.95 

.95

.95 

1.02

.98 

.95 

.95 

1.00 

.98

.95 

.95 

.95

.84 

.80

.86

......

Discharge.

20.6 

20.6 

20.6 

22.3

21.3 

20.6 

20.6 

21.8 

21.3

20.6 

20.6 

20.6 

18.0 

17.0

18.4

19.4

August.

height. Gage 

......

......

Discharge.

......

......

.......

------

18.5

PASS CREEK BELOW DAM SITE.

Pass Creek is fairly typical of the creeks on the north side of the 

Kigluaik Range. It rises opposite the heads of Gold Run and Fox 

Creek in a glacial cirque, the flat base of which lies at an elevation of 

about 1,700 feet and contains a small glacier. A difficult but practicable pass from the cirque to the head of Gold Run at an elevation 

of about 2,400 feet furnishes the name of the creek. Below the 

cirque is a steep escarpment over which the creek drops nearly 400 

feet into a small lake that fills the valley to the rock walls on either 

side. Below this point the creek has a more gradual grade down 

to a third flat area, which lies 200 feet below the lake and constitutes 

the top of a morainic mass almost all of which extends beyond the 

body of the mountain front. This is bordered by ridges which rise 

200 to 300 feet above this flat on either side in the form of lateral 

moraines of the former glacier. Below the two lakes which occupy 

the lower end of this flat the creek drops about 1,000 feet in less than 

2 miles. Thus Pass Creek combines two favorable factors for the 

development of power a large amount of concentrated fall and 

feasible storage facilities. There are two dam sites near the lower 

end of the lakes on the third flat. One of these would be suitable 

for a low dam, and the other for a high dam for storing the flow of 

the creek. A project now contemplated involves reenforcing the 

flow of Pass Creek by diverting water from other streams to the west 

and conducting it to the lake by means of a flume and ditch along the 

mountain side.

The gaging station was established below the lakes on the third 

flat July 10, 1908, and records were kept during parts of three years.
190 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

The gage used in 1908 was located nearly a mile below the lake at a 

much lower elevation, but there is practically no inflow in this distance. Another gage was established in 1909 in a permanent rock 

section about 100 feet below the lakes and near the proposed dam site. 

The measurements have all been made near the second gage. Special 

care is required to obtain good results, because measuring conditions 

are poor. The minimum recorded flow of Pass Creek occurs after the 

headwaters freeze, near the end of the mining season. The flow 

probably ceases entirely during the winter. The maximum recorded 

discharge, 190 second-feet on September 7, 1910, is only an approximate value, but it is probable that the greatest discharge in the four 

years from 1907 to 1910 occurred on that date.

Discharge measurements of Pass Creek below the dam site from 1907 to 1909. 

[Elevation, 1,100 feet.]

Date.

1907. 

July 29... .....................

1908.

July 20.. ...................... 

Aug. 18. ......................

height.

Feet.

1.05

Discharge.

See.-ft. 

18.1

29.6

Date.

1909.

Sept. 19.. ....................

Gage 

height.

Feet. 

1.18

1.05

.86

Discharge

Sec.-ft. 91 fi

IE 7

7.7

Daily gage height, in feet, and discharge, in second-feet, of Pass Creek below the dam site for

1908-1910.

[C. F. Merritt, observer.]

Day.

2...................

4........... ........

5...................

6...................

7...................

8...................

9...................

10...................

11...................

12...................

13...................

14...................

15...................

16...................

17...................

18...................

19...................

20...................

21...................

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30...................

31...................

Mean .........

1908

July.

Gage 

height.

0.90

.90

.80 

.80 

.60 

.70

.65 

.65

2.0 

2.0

Discharge.

22 

30

38 

28 

26 

26

25

25 

22 

22 

22

20 

18 

18 

12 

14

13 

13 

13 

13 

101 

101

28.3

August.

height.

1.50 

1.20 

.90 

1.10 

2.00

1.40 

1.20 

1.10

1.70 

1.30 

1.00 

1.20

1.10 

1.00 

1.05

Discharge.

60 

39 

22 

33 

101

53 

39 

33 

31

31

31

76 

46 

28 

39

33 

28 

30

....... -j 41.8 - -

1909

July.

Gage 

height.

1.10

Discharge.

i?

16

15 

14 

13 

12 

11 

10

13.5

August.

Gage 

height.

1.05

1.17

1.50

1.40

1.20 

1.17 

1.15 

1.15

1.12 

1.05

1.05

1.07

1.30 

1.25

Discharge.

10 

15 

20 

32

29

26 

21 

17 

41 

38

34 

30 

32 

34 

30

26 

22 

21 

20 

20

20 

20 

19 

18 

15

15 

16 

16 

22 

28 

25

23.6

September.

Gago 

height.

1.10

1.05

1.05

.86

Discharge.

17 

15 

13 

13 

15

15 

15

15 

15 

14

14 

13 

13 

12 

12

11 

10

8 

7.7

13.0

NOTE. Discharge for days on which gage was not read was obtained by the aid of a hydrograph.
KBITZGAMEPA RIVER DRAINAGE BASIN. 191

Daily gage height, in feet, and discharge, in second-feet, of Pass Creek below the dam site for

1908-1910 Continued.

Day.

1910. 

1............ ........

2....................

4....................

6....................

6....................

7....................

8....................

9

10....................

11....................

12....................

13....................

14....................

15....................

16....................

17....................

1»............. .......

19....................

20....................

21....................

22

23....................

24....................

25....................

26....................

97

00

29

30....................

31....................

June.

Gage 

height.

0.8 

.8 

1.7

1.7

1.6 

1.8 

1.5 

1.3 

1.25

Discharge.

21

21 

75 

75 

75

67 

83 

60 

47 

44

56.8

July.

height.

1.1

1.05

.9

1.25

.7 

.7 

.7

.9

.9

1.2

1.05 

1.0 

.95

1.3

1.0 

1.0 

1.1

1.2

1.5 

1.35 

1.05

Discharge.

35 

34 

32 

28 

25

22 

44 

17 

17 

17

25 

25 

25 

23 

41

32 

30 

28 

25 

30

47 

35 

30 

30 

35

41 

35 

60 

50 

32 

28

31.5

August.

Gage 

height.

2.1

1.0

1.05 

1.1

1.15

1.2 

1.25 

1.2

1.25

1.3

1.25 

1.1

.9 

.9 

.85 

.8

1.2

Discharge.

30 

108 

35 

30 

28

32 

35 

30 

34 

38

41 

44 

41

40 

40

40 

44 

43 

42 

41

40

47 

45 

44 

35

25 

25 

23 

21 

25 

41

38.3

September.

Gage

1.1 

1.15 

1.0

.85

2.3 

2.9 

2.2 

2.0 

1.8

1.5 

1.3 

1.2 

1.1

.6 

.6

.55

Discharge.

35 

38 

30 

26 

23

126 

190 

117 

99 

83

60 

47 

41 

35 

30

26 

22 

18 

14 

14

13

51.8

NOTE. No measurements were made during 1910, but it is thought that channel conditions and gage 

datum remained the same as in 1909. The discharge for dajs, with missing gage heights, was estimated 

by a comparison of Smith Creek and Pass Creek gage heights and the natural flow of Nome River at 

Pioneer intake. The discharge for gage heights above 1.5 is only approximate.

SMITH CREEK BELOW SWIFT CREEK.

Smith Creek is one of the largest streams on the north side of the 

mountains and probably has a larger discharge at an elevation of 

about 1,100 feet than any other stream in Seward Peninsula. It rises 

in an immense cirque opposite the heads of North Fork of Grand 

Central River and Gold Run. Below the level base of the cirque the 

stream falls with a fairly uniform grade to the flats bordering Kruzgamepa River, so that it affords no storage facilities. Swift Creek is 

a small stream that drains a high cirque west of Smith Creek.

A gaging station was established July 10, 1908, at a low elevation 

below the foothills. The original gage was washed out by high water 

near the end of July and a new gage, established July 30 at the same 

point, was read during 1909. Measurements were made just below 

Swift Creek in a deep, smooth section of the stream. There is
192 SITBFACE WATER SUPPLY OF SEWARD PENINSULA.

probably much underground ^seepage at the gage but not at the 

measuring section. The results are believed to be of fair accuracy.

Discharge measurements of Smith Creek below Swift Creek from 1907 to 1909.

Date.

1907.

Titlv on

1908.

July 20. ......................

Aug. 18.......................

Gage 

height.

Feet.

1.00

.70

Discharge.

Sec.-ft. 

40

47

40

Date.

1909.

Sept. 2.......................

Gage 

height.

Feet. 

0.70

.54

.49

.24

Discharge.

Sec.-ft. 

37

22

W Q

9.4

Daily gage height, in feet, and discharge, in second-feet, of Smith Creek below Swift Creek

for 1908 and 1909.

[C. F. Merritt, observer.]

Day.

1...................

2...................

3...................

5...................

6...................

7...................

8...................

9...................

10...................

11...................

12...................

13...................

14...................

15...................

16...................

17.. .................

18...................

19...................

20...................

21...................

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30...................

31...................

Mean.........

1908

July.

Gage 

height.

0.80

1.00

.80 

.80 

.70 

.70

.75 

.65

1.80 

1.60

........

Discharge.

27

58 

80 

36 

36 

36

34 

35 

36 

38 

47

36 

27 

27 

19 

19

23 

16 

16 

16 

171 

137

44.1

August.

Gage 

height.

1.00 

.90 

.90 

1.00 

1.30

1.20 

.90

.80

1.40 

1.10 

.90 

1.00

.90 

.80 

.70

........

Discharge.

77 

64 

64 

77 

124

108 

64 

51

48 

48

48 

140 

92 

64 

77

64 

51 

40

72.3

1909

July.

Gage 

height.

0.60

.50

........

Discharge.

28 

26 

25

25 

24 

23 

22 

21 

20

23.8

August.

Gage 

height.

0.50 

.55 

.65 

.80

.70 

.65 

.60 

1.85 

1.40

1.10 

1.87 

.80

.70 

.65 

.67 

.67 

.65

.65 

.67 

.60 

.55 

.50

.47 

.47 

.60 

.80 

.80 

.65

........

Discharge.

20 

24 

32

48 

42

37 

32 

28 

231 

140

120

104 

88 

56 

48

37 

32 

34 

34 

32

32 

34 

28 

24 

20

18

18 

28 

48 

48 

32

50.0

September. 

height.

0.60 

.55 

.50 

.50 

.70

.65 

.65 

.55

.47 

.47

.24

Discharge.

28 

24 

20 

20 

37

32 

32 

24 

23 

22

22 

20 

19 

18 

18

16 

14 

9.4

22.1
KBTTZGAMEPA BIVEB DRAINAGE BASIN. 193

MIDDLE, OSBOBN, AND WEST END CREEKS.

These three streams drain high cirques on the north side of the 

Kigluaik Mountains west of Smith Creek. The two last named rise 

on the north slopes of Mount Osborn. Grand Union Creek lies 

between Middle and Osborn creeks and at its head is a pass leading 

over the range to the head of North Fork of Grand Central Kiver. 

All these streams are similar in a general way to those just described.

Gages were established on Middle, Osborn, and West End creeks in 

1909. Two measurements were made on each and a few gage readings were obtained by members of the Survey and by C. F. Merritt. 

The records give a general idea of the discharge available in. these 

streams for high-head power development.

Discharge of Middle, Osborn, and West End creeks in 1909. 

MIDDLE CEEEK AT ELEVATION ABOUT 400 FEET.

Date.

Measurements. 

Aug. 6........................

July 23. ......................

Gage 

height.

Feet. 0.52

04

.51

.35

Discharge.

Sec.-ft. 

10.0

2.67

9

0

6.8

Date.

Discharge from gage 

heights Continued. 

Aug. 6......... ...............

Aug. 14....... ................

Sept.2. ......................

Gage 

height.

Feet. 

0-55

.65

.45

.34

AK

.35

Discharge.

Sec.-ft. 

10.6

19 A

8.6

6.7

8.6

6.8

OSBOEN CEEEK AT ELEVATION ABOUT 900 FEET.

Measurements. 

Aug. 6... .....................

Sept. 20. .....................

0.56 to 16.3

6.14

Discharge from gage heights. 

July 22. ......................

Aug. 3.. ............ ..........

Aug. 6.. ......................

Aug. 14.. .....................

Aug. 22..... ..................

Sept. 6.......................

0.60

.45

.55

.70

.70

.50

17.5

13.6

16.2

20.2

20.2

14.8

WEST END CREEK AT ELEVATION ABOUT 1,050 FEET.

Measurements.

Sept. 20......................

0.05

 .17

15.4

6. IS

Discharge from gage heights. 

July 22.......................

Aug. 3... .....................

Aug. 14.. .....................

Sept.6. ......................

0.20

.05

.05

oc

.20

.05

23.6

15.4

15.4

26.8

23.6

15.4

63851° ws* 314 13 13
194 SUEFACE WATEE SUPPLY OF SEWAED PENINSULA. 

. MISCELLANEOUS MEASUEEMENTS.

The following is a list of miscellaneous measurements made in the 

Kruzgamepa River drainage basin..

Miscellaneous measurements in Kruzgamepa River basin from 1906 to 1909.

Date.

Sept. 1,1909 

July 28,1909

June 22,1906

Aug. 16,1906

Sept. 19, 1907

Do.......

Aug. 5, 1906

Aug. 15,1906

A 110- 07 IQfift

Sept. 1,1906

Sept. 8,1906

Sept. 16,1906

July 3, 1907

July 15,1907

Aug. 2, 1907

Aug. 23,1907

Sept. 12,1907

June 21,1908

July 19,1909

Sept. 1,1909

Sept. 19,1907

July 17,1908

Aug. 14,1906

Sept. 15, 1906 

Aug. 30,1909 

Aug. 14,1906

Sept. 15,1906

July 18,1908 

Aug. 30,1909 

Aug. 13,1906

Sept. 15,1906 

Aug. 13,1906

Sept. 15,1906 

Aug. 13,1906 

Aug. 30,1909

Sept. 16,1906

Aug. 1, 1907

Aug. 22,1907

Sept. 16, 1906

July 29,1907

Sept. 2,1909

Stream.

Kruzgamepa River 

.....do.............

.....do.............

Fox Creek.........

.....do.............. 

.....do.............

RlafA fVoplr

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

Willow Creek......

.....do............. 

.....do.............

.....do.............

.....do............. 

.....do.............

Eldorado Creek....

.....do.............

.....do............. 

Canyon Creek.....

opment Co.'s 

dftch. 

....do.............

....do.............

....do.............

....do............

Tributary to 

Imuruk Basin.... . 

.....do.............

.....do.............

.....do.............

.....do............. 

.....do.............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............ 

.....do............

.....do............

.....do............ 

.... .do... ..........

.....do............

.....do............ 

.....do............

south.

covery creeks. 

.....do............

.....do............

Locality.

1 mile below Crater Creek. 

Above Iron Creek.

.....do.............

J mile above

mouth. 

Mouth of canyon. .

.....do............. 

.....do.............

Matthews Gap.

ditch to Salmon 

Lake. 

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

Matthews Gap.

ains.

Creek, including 

ditch. 

.....do............ 

.....do............

Creek. 

Above Golden 

Gate Mining 

Co.'s ditch. 

.....do............ 

.....do............ 

Gold Beach Development Co.'s 

ditch intake. 

.....do............ 

.....do............

.....do............ 

.....do............ 

In ditch. ..........

.....do............

.....do............

.....do............

Elevation.

Feet. 

370

248

248

480

550

550 

550

900

900

550

550

550

550

550

550

550

550

500

550

550

550

550

550

550

900

630

630 

630 

450

425

425 

425

750

750

740

740 

760 

460

730

730

730

73ft

650

650

Discharge

Sec.-ft 

188

239

255

11.6

99

17.3 

26

U q

9 0

67

57

9Qn

110

55

39

131

141

QQ

185

245

76

95

CA

3.3

14.2

10.1

10.2 

4.5 

17.1

26

23 

oll.3 

4.5

5.6 1 9<;

2.3 

1.3 

2.2

5.9

10.0

9

0

1.1

12.7

5.6

Drainage 

area.

Sq. mi 

124

153

153

11.0

11.0 

11.0

12.3

12.3 

12.3

38

40

40

40 

5.4

5.4 

5.1

5.1 

41

Discharge 

per 

square 

mile.

Sec.-ft. 

1.52

1.56

1.67

9.00

1.57 

2.36

.82

.83 

.37 

.45

.06

.68 

.28 

.83

1.04 

.25

.45 

.32

« Poor measuring conditions; discharge probably too small.
SURFACE WATER SUPPLY OF SEWARD PE1HNSULA. . 195

KUZITBIN BIVER DRAINAGE BASIN. 

DESCRIPTION.

Kuzitrin River and its tributaries drain an area aggregating about 

1,890 square miles, in the central portion of Seward Peninsula. The 

two forks of the main stream rise in the lava beds just north of the 

Bendeleben Mountains and flow west to Imuruk Basin. Kuzitrin 

River receives a number of large tributaries, including Noxapaga 

River, Garfield Creek, and Kougarok River from the north and 

Minnie, Ella, Bonanza, Birch, and Belt creeks from the south. The 

drainage basin is very diversified, both topographically and geologically. At the south lie the Bendeleben Mountains, a rugged 

range with many sharp peaks and glaciated valleys. North of them 

is a large lowland basin divided into two parts, one on the lower river 

near Imuruk Basin, the other above Lanes Landing, known as the 

Kuzitrin Flats, which merges toward the east into a plateau formed 

of the lava flows. North of the flats lies the Kougarok region, 

including, as the name is commonly used, not only the drainage 

basin of Kougarok River, but the adjoining territory as well. This 

region is in general a high plateau in which the rounded summits 

of the hills have elevations varying from 1,200 feet just north of the 

flats to 1,600 feet at the divide between the Kougarok drainage 

basin and the streams which flow northward into the Arctic.» Above 

this plateau rise several mountain masses, including Kougarok 

Mountain, at the head of Kougarok River, 2,980 feet in height; 

Midnight Mountain, north of Taylor Creek, 2,650 feet; Baldy 

Mountain, south of North Fork; and others.

The run-off from the Kuzitrin drainage basin varies with the 

topography. It is high in the Bendeleben Mountains, very low in 

the flats, and increases slightly, if at all, farther north in the plateau 

area. The rainfall and run-off in the Kougarok region vary greatly 

from year to year, and in dry years are very small indeed. The 

basin contains a few lakes, which fall into two classes those 

in the lowland area, many of which are merely lagoons or old cut-off 

meanders of the river, and those farther east, which were produced 

by the lava flows. None are so located as to be available for storage. 

There is no timber within the drainage basin except a few cottonwoods along the lower course of the river in the flats, though willows 

and alders are, as usual, well distributed. The ground is for the 

most part frozen and covered with a mantle of ice and muck, especially in the northern portion of the basin, where thawed ground is 

almost lacking.

Kuzitrin River usually breaks up at Lanes Landing late in May 

and runs clear of ice early in June. It freezes over at this point about 

the last week in September, but at the head of the Kougarok the 

freeze-up comes about a week earlier.
196 SURFACE WATEB SUPPLY OF SEWARD PENINSULA.

Noxapaga River rises near Imurak Lake and flows westward and 

southward, draining a total area of nearly 500 square miles at its 

junction with the Kuzitrin in the flats. Its principal tributaries are 

East Fork and Berry, Aurora, and Turner creeks. It drains a plateau 

area, none of which reaches an elevation much greater than 2,000 

feet. Most of the eastern portion of the drainage basin has been 

covered with a lava flow, and this portion furnishes practically all 

the discharge of the river at low water. The western portion of the 

drainage basin includes several streams on which mining operations 

have been conducted, especially Boulder Creek, a tributary of Turner 

Creek, where five or six claims have been worked intermittently and 

a considerable amount of gold extracted. The only ditch built in the 

Noxapaga basin has its intake on Turner Creek and extends around 

the rolling hills to the east for about 17 miles to Goose Creek. On 

account of the very meager water supply available, the ditch has been 

practically abandoned.

Kuzitrin River is navigable for flat-bottomed boats and scows 

for about 60 miles, and Noxapaga River can be used for horse boats, 

carrying 2 or 3 tons, up to the mouth of Turner Creek. Most of the 

supplies for the Kougarok and Noxapaga regions have been brought in 

from Teller in this manner. Kougarok River is of so great importance with reference to mining that its basin is described separately 

(pp. 200-201). A gaging station was maintained on Kuzitrin River 

at Lanes Landing from 1908 to 1910.

KUZITRIN RIVER AT LANES LANDING.

This station was established July 3, 1908, at Lanes Landing (Shelton post office), about 25 miles in a direct line above the mouth of the 

river, though the distance by the stream is considerably greater. It 

is below all important tributaries and shows practically the entire 

run-off of the drainage basin. The river flows over a broad gravel 

bed, but as this bed is probably frozen throughout except a thin layer 

of gravel in immediate contact with the stream, there can be no great 

amount of underground seepage. The channel at the station is somewhat shifting and results are therefore likely to be slightly in error. 

Measurements are made by wading or from a boat. The gage has 

been located at the north end of the railroad trestle which extends 

across the river, and which is carried out by the high water and ice 

every spring. Records have been kept at this station for the three 

years, 1908-1910, beginning with the break-up hi the spring. The 

gage heights recorded early in the spring are undoubtedly affected 

by backwater due to ice lower down, and the corresponding discharges 

have therefore been reduced. As the extent of this backwater is not 

known, the discharges are liable to large errors, but inaccuracy during 

this period is of minor importance, for it is information as to the lowwater flow in the summer and the approximate total for the year that
KTJZITKIN BIVEB DBAINAGE BASIN. 197

is desired. The maximum discharge recorded was 10,500 secondfeet on June 1 and 2, 1910. The gage height was higher in the later 

part of May, but it is thought that the effect of backwater was greater 

than on June-1 and 2. A minimum of 235 second-feet occurred 

August 1 to 3, 1909.

Discharge measurements of Kuzitrin River at Lanes Landing, 1908-1910. 

[Elevation, 40 feet.]

Date.

1908.

July 6. .......................

July7........................

July 19....... ................

Aug. 20.......................

Gage 

height.

Feet. 

5.61

5.00

4.90

4.54

5.58

4.65

Discharge.

Sec.-ft. 

922

452

432

330

993

421

Date.

1909. 

June 18. ......................

July 20. ......................

July 26.. .....................

1910.

Sept. 25.... ..................

Sept. 27......................

Gage 

height.

Feet. 

7.66

4.07

3.86

3.90

10.32

9.80

Discharge.

Sec.-ft. 

5,150

349

270

283

3,450

2,460

Daily gage height, in feet, and discharge, in second-feet, of Kuzitrin River at Lanes Landing

Jar 1908-1910.

[Drainage area, 1,750 square miles; observers, Albert Lokke, 1908; Carl L. Lokke, 1909-10.]

Day.

1908. 

I....................................

2....................................

3............---...-..-..--..--..-..-

4....................................

5....................................

6....................................

7....................................

8.... ............................ ....

9....................................

10. ...................................

11....................................

12. ...................................

13....................................

14....................................

15....................................

16. ...................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24

25....................................

26....................................

27....................................

28....................................

29....................................

30....................................

31....................................

Mean.......................... 

Mean per square mile ................ 

Run-on, depth in indies on drainage 

area .

June.

Gage 

height.

9.0 

9.35 

9.15

9.55 

9.25

8.4 

8.1 

7.8

7.7 

7.75 

7.75 

7.7 

7.7

7.75 

7.35 

7.3 

7.15 

7.0

6.25 

6.15 

5.95 

6.1 

6.15

6.2 

6.1 

5.95 

5.75 

5.55

Discharge.

6,000 

6,000 

6,020 

6,620 

6,280

6,960 

6,440 

5,000 

4,490 

3,980

3,810 

3,900 

3,900 

3,810 

3,810

3,900 

3,230 

3,150 

2,910 

2,670

1,640 

1,510 

1,280 

1,450 

1,510

1,570 

1,450 

1,280 

1,060 

875

3,550 

2.03

2.26

July.

Gage 

height.

5.5 

5.4 

5.25 

5.2 

5.3

5.0 

4.95 

4.8 

4.8 

4.8

4.75 

4.75 

4.8 

4.75 

4.7

4.6 

4.6 

4.6 

4.6

4.55

4.5 

4.55 

4.5 

4.55 

4.45

4.45 

4.4 

4.4 

4.35 

4.4 

5.25

........

Discharge.

830 

745 

628 

590 

665

465 

440 

365 

365 

365

360 

380 

420 

410 

400

357 

357 

357 

357 

336

315 

336 

315 

336 

296

296

278 

278 

262 

278 

722

.416 

.238

.27

August.

Gage 

height.

5.6 

5.35 

5.25 

4.75 

5.25

5.7 

5.8 

5.65 

5.35 

5.3

4.95 

4.9 

4.9 

4.9 

4.8

4.75 

4.7 

4.7 

4.5 

4.65

4.6

4.6 

4.6 

4.7 

4.75

4.75 

4.7 

4.65 

4.6 

4.6 

4.6

........

Discharge.

1,040 

802 

722 

425 

722

1,140 

1,240 

1,190 

895 

850

590 

560 

560 

560 

500

474 

448 

448 

357 

424

400 

400 

400 

448

474

474 

448 

424 

400 

400 

400

600 

.343

40

September.

Gage 

height.

4.7 

4.75 

4.7 

4.75 

4.8

4.7 

4.75 

4.75 

4.65 

4.65

4.6 

4.55 

4.5 

4.55 

45

4.5 

4.65 

4.85 

4.9 

4.85

4.8 

4.7 

4.7 

4.55

4.45

4.3

Discharge.

448 

474 

448 

474 

500

448 

474 

474 

424 

424

400 

378 

357

378 

357

357 

424 

530 

560 

530

500 

448 

448 

378 

337

280

433 

.247

.24
198 SUBFACE WATEB SUPPLY OF SEWABD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Kuzitrin River at Lanes Landing 

for 1908-1910 Continued.

Day.

1909. 

1...................

2...................

3...................

4...................

5...................

6...................

7...................

8.... ...............

9...................

10...................

11...................

12...................

13...................

14...................

16...................

16...................

17...................

18...................

19...................

20...................

21...................

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30................... 01

Mean per so uare mile 

Run-off, depth in 

inches on drainage

May.

Gage 

height.

a9.70 

9.75

10.45

10.25 

a 10. 20 

9.30 

8.80

8.40 

8.10 

7.95 

7.85 

7.95 

8.20

Discharge.

4,000 

5,000

6,000 

7,000 

8,000 

8,100 

7,200

6,480 

5,940 

5,670 

5,490 

5,670 

6,120

6,210 

3.55

1.72

June.

Gage 

height.

8.20 

8.80 

8.50 

8.30 

7.85

8.00 

7.70 

7.15 

6.95 

7.10

7.45 

7.85 

7.75 

7.55 

7.62

7.70 

7.82 

7.66 

7.30 

6.85

6.85 

6.65 

6.18 

5.95 

5.68

5.35 

5.30 

5.52

5.72 

5.95

........

Discharge.

6,120 

7,200 

6,660 

6,300 

5,490

5,760 

5,220 

4,260 

3,920 

4,180

4,780 

5,490 

5,310 

4,950 

5,080

5,220 

5,440 

5,150 

4,520 

3,760

3,760 

3,420 

2,670 

2,320 

1,930

1,500 

1,430 

1,720 

1,990 

2,320

4,260 

2.43

2.71

July.

height.

5.68 

5.32 

5.28 

5.12 

5.12

5.15 

5.30 

4.92 

485 

480

4.65 

4.62 

4.48 

4.40 

4.32

4.28 

4.22 

418 

412 

410

405 

400 

3.98 

3.95 

3.92

3.85

3.85 

3.82 

3.80 

3.80 

3.80

, .......

Discharge.

1,930 

1,460 

1,400 

1,200 

1,200

1,240 

1,430 

976 

905 

855

718 

692 

587 

535 

487

464 

431 

410 

380 

370

348 

325 

317 

305 

293

268 

268 

257 

250 

250 

250

671 

.383

.44

August.

£&

3.75 

3.75 

3.75 

3.82 

4.80

4.00 

3.95 

3.95 

4.02 

4.35

4.90 

478 

4.60 

440 

4.30

4.18 

4.08 

4.02 

3.98 

3.92

3.90 

3.90 

3.90

3.85 

3.85

3.85 

3.85

3^85 

3.85

........

Discharge.

235 

235 

235 

257 

325

325 

305 

305 

334 

505

955 

836 

675 

535 

475

410 

361 

334 

317 

293

285 

285 

285 

268 

268

268 

268

268 

268 

268 

268

363 

.207

.24

September.

height.

3.90 

3.90 

3.90 

3.90 

3.98

4.00 

3.95 

3.92 

3.92 

3.90

3.88 

3.90 

3.90 

3.92 

405

408 

412 

4.15 

4.12 

408

402 

4.00 

3.95 

3.95

3.95

3.95 

3.90 

3.90 

3.8S 

3.82

........

Discharge.

285 

285 

285 

285 

317

325 

305 

293 

293 

285

278 

285 

285 

293 

348

361 

380 

395 

380 

361

334 

325 

305 

305 

305

305 

285 

285 

278

257

310

.177

.20

a Gage heights were affected by backwater from May 19 to 23, and the discharge was estimated for this 

period.
KUZITEIK BIVEE DBAINAGE BASIN. 199

Daily gage height, in feet, and discharge, in second-feet, ofKuzitrin River at Lanes Landing 

for 1908-1910 Continued.

Day.

1910. 

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..............

Mean. _ . Mean per

Run-off, depth 

in inches on 

drainage area.

May.

so 

1 O

"ii'95 

15.2 

15.55 

16.0

17.3

17.4

17.45 

17.4 

16.4 

15.65

......

1 

1

" "

""3," 666

3,100 

3,800 

5,000

8,000 

9,000

10,000 

10,000 

10,000 

10,000

7,190 

4.11

1.53

June.

!

o

14.7 

14.4 

14.95 

14.8 

13.85

13.4 

12.6 

12.45 

12.2 

11.8

11.25 

10.7 

10.5 

10.2 

9.9

9.7

955

9.4

10.85 

12.55

12.6 

11.95 

12.2 

11.5 

11.7

12.0 

11.8

11.45 

11.2 

11.2

......

©

I

p

9,500 

9,300 

10,500 

10,500 

9,630

8,820 

7,380 

7,110 

6,660 

5,940

4,950 

4,010 

3,670 

3,180 

2,700

2,400

2,180

1,960

4,260 

7,290

7,380 

6,210 

6,660 

5,400 

5,760

6,300 

5,940

5,310 

4,860 

4,860

6,020 

3.44

3.84

July.

O

11.1 

11.0 

10.7 

10.35 

10.15

10.0 

10.0 

10.0 

10.0 

9.9

9.4 

9.4 

9.5 

9.45

9.45

9.45

9.3

9.45

9.55 

9.5

11.4 

11.1 

10.5 

10.1 

9.75

9.8 

9.7

9.5 

9.35 

9.1 

8.8

......

1 

P

4,690 

4,520 

4,010 

3,420 

3,100

2,860 

2,860 

2,860 

2,860 

2,700

1,960 

1,960 

2,100 

2,030 

2,030

2,030

1,820

2,030

2,180 

2,100

5,220 

4,690 

3,670 

3,020 

2,480

2,550 

2,400

2,100 

1,890 

1,560 

1,180

2,740 

1.57

1.81

August.

a 

o

8.65 

8.35 

10.15 

10.3 

9.9

9.5 

9.5 

9.8 

9.4 

9.2

9.15 

9.05 

8.85 

8.7 

8.6

9.4

10.2

10.3

10.3 

10.05

9.65 

9.35 

9.2 

9.05 

9.05

9.2 

8.95

9.0 

8.7 

8.6 

8.45

P

1,010 

718 

3,100 

3,340 

2,700

2,100 

2,100 

2,550 

1,960 

1,690

1,620 

1,500 

1,240 

1,060 

955

1,960

3,180

3,340

3,340 

2,940

2,320 

1,890 

1,690 

1,500 

1,500

1,690 

1,360

1,430 

1,060 

955 

808

1,890 

1.08

1.24

September.

i i

03

o

8.55 

10.2 

10.5 

10.3 

9.9

10.65 

11.55 

11.6 

11.45 

11.1

10.7 

10.3 

10.0 

9.9 

9.75

9.5

9.4

8.9

8.75 

8.8

8.7 

8.55 

9.3 

10.25 

10.3

10.0 

9.75

9.45 

9.15 

8.95

......

|

905 

3,180 

3,670 

3,340 

2,700

3)920 

5,490 

5,580 

5,310 

4,690

4,010 

3,340 

2,860 

2,700 

2,480

2,100

1,960

1,300

1,120 

1,180

1,060 

905 

1,820 

3,260 

3,340

2,860 

2,480

2,030 

1,620 

1,360

2,750 

1.57

1.75

October.

a

1 

o

8.75 

8.4

8.05 

7.75 

7.75

7.85 

7.8 

7.9

......

......

......

a

"

1,120 

760 

505 

348 

348

395 

370 

420

........

........

........

'533 

.305

.09

NOTE. The gage heights were affected by backwater from May 22 to June 4. The discharge was estimated for this period.
200 -SURFACE WATEE SUPPLY OF SEWAED PENINSULA. 

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Kuzitrin River drainage basin.

Miscellaneous measurements in Kuzitrin River basin from 1907 to 1909.

Date.

Aug. 16,1907

June 30,1908

July 21,1908

Sept. 8,1908

Aug. 29,1909

Aug. 27,1909

Aug. 29,1909

Aug. 15,1907

June 29,1908

July 20,1908

Sept. 8,1908

Aug. 30,1909

Aug. 15,1907

July 1, 1908

July 21,1908

Aug. 28,1909

July 30,1908

Stream.

.....do.............

.....do............

.....do.............

.....do.............

.....do.............

......do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

Tributary to 

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

Locality.

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

Claim No. 5 .........

.....do..............

.....do..............

.....do..............

Discharge.

Sec.-ft. 

62

126

67

71

31

2.1

2.0

.7

4.1

.6

1.6

.5

«.8

3.4

.9

.5

122

Drainage 

area.

Sg. mi. 

340

340

340

340

340

30

28

13

13

13

13

13

6.5

&5

6.5

6.5

Discharge 

per 

square 

mile.

Sec.-Jt. 

0.18

.37

.20

.21

.091

.070

.071

.054

.32

.046

.12

.038

.12

.52

.14

.077

o Estimated.

KOUGAROK RIVER DRAINAGE BASIN. 

DESCRIPTION.-

Kougarok River drains a large area lying in the central portion of 

Seward Peninsula and empties into Kuzitrin River about 8 miles 

above Lanes Landing. It rises southeast of Kougarok Mountain 

and flows eastward to the mouth of Macklin Creek, where it makes a 

sharp bend to the right and follows a southeasterly course to its 

mouth. The largest tributaries are Taylor Creek and North Fork 

from the east and Henry, Coarse Gold, and Windy creeks from the 

west. Of less importance are Washington, Columbia, Macklin, 

Homestake, Goose, California, Arctic, Arizona, Louisa, Galvin, and 

Dan creeks and Left Fork. Quartz Creek, which empties into the 

river below those named above, and its tributaries, Coffee, Dahl, 

Checkers, Carrie, and Independence creeks, were up to 1909 the most 

important gold producers of the region, but have a very small runoff except at times of heavy rain.

The river and all its tributaries reach a very low stage during 

periods of deficient rainfall. During 1908 and 1909 seasons of particularly severe drought were experienced. The water supply for
KOUGABOK RIVEB DBAINAGE BASIN. 201

1907 was probably near the normal, although the total run-off for the 

summer may be a little above the average; that of 1910 was well 

sustained throughout the season, as is shown by the record of Henry 

Creek, the only one available for this year.

Mining has been done on Kougarok River and many of its tributaries since 1900. Eight ditches have been built to divert the waters 

of Kougarok River and its tributaries for hydraulic mining, and many 

others to obtain water for sluicing. There are two ditches on the 

upper Kougarok, two on Taylor Creek and one each on Henry, Arizona, 

and Coarse Gold creeks and on North Fork. There is no practicable 

water-power prospect in the basin, for storage is lacking and the 

minimum flow is altogether too small. A favorable site for power 

development could be had at the bend just above Coarse Gold Creek 

if the water supply were not so meager.

The principal tributaries are further discussed in connection with 

the gaging station descriptions.

Records have been obtained at the following points in the drainage 

basin:

Kougarok River and Homestake ditch at intake, 1907-1909.

Kougarok River below Henry Creek, 1909.

Kougarok River above Coarse Gold Creek, 1907-1909.

Taylor Creek at Cascade intake, 1907.

Henry Creek at mouth, 1908-1910.

Coarse Gold Creek near mouth, 1909.

North Fork above Eureka Creek, 1908-9.

Homestake ditch at penstock, 1907.

North Star ditch above siphon, 1907

KOUGAROK RIVER AND HOMESTAKE DITCH AT INTAKE.

These stations were established July 15, 1907, in order to determine 

the total flow of upper Kougarok River and the amount diverted by 

the Homestake ditch. The gage on the river is located on the left 

bank about 150 feet below the dam which diverts the water into the 

ditch, and the ditch gage is directly opposite, on the right side of the 

ditch. Measurements of both river and ditch are made by wading at 

points near the gages. Those made on the river are liable to error on 

account of poor measuring conditions. The records are inaccurate 

for certain periods because both channels shifted considerably. The 

total monthly discharge of the river has been found by combining the 

values for the ditch and the river below the intake, and daily values 

can be obtained in the same way. From evidence at hand it seems
202 SUBFACE WATEE SUPPLY OF SEWAED PENINSULA.

probable that discharges of 600 to 1,000 second-feet have occurred 

at the station. The lowest recorded discharge was 2.9 second-feet, 

from July 24 to August 3, 1909.

Discharge measurements of Kougarok River at Homestake intake in 1907-1909.

[Elevation, 635 feet.]

Date.

1907. 

July 15.......................

July 15.. .....................

July 20.. .....................

Aug. 12.. .....................

Aug. 19. ......................

Aug. 22. ......................

Sept. 1..... ...................

Sept. 4....... .................

Sept. 10.......................

Sept. 11.... ...................

Gage 

height.

Feet. 

1.24

1.13

1.08

.92

.90

.92

1.64

.89

1.34

2.47

1.98

Discharge.

Sec.-ft. 

18.0

6.6

2.0 i 1

2.2

3.3

82

.5

42

303

153

Date.

1908.

JulyS........................

July 26. ......................

Sept. 10.......................

1909.

June 21. ......................

July 23. ......................

Sept. 1.. ......................

Gage 

height.

Feet. 

0.76

.53

.05

.13

1.58

.40

.39

Discharge.

Sec.-ft. 

31

9.5

.5

1.8

262

3.4

5.3

Discharge measurements of Homestake ditch at intake in 1907-1909.

Date.

1907. 

July 15.... ...................

July 15. ......................

July 15............ ...........

July 20..... ..................

July 29............ ...........

Aug. 12............. ..........

Aug. 19.. .....................

Aug. 19.. .....................

Aug. 22.. .....................

Aug. 22.... ..................

Sept. 10........ ...............

Gage 

li&i£riit*

Feet. 

0.51

.45

-.05

.36

.20

-.04

.28

.27

.62

.75

44

Discharge.

Sec.-ft. 

11.6

10.2

.4

8.1

5.7

1.5

7.4

7.3

17.6

23

12.0

Date.

1908.

June 27. ......................

JulyS........................

Sept. 10.......................

1909.

Gage 

height.

Feet. 

0.22

.24

.29

.10

.15

-.06

.29

Discharge.

Sec.-ft. 

6.9

6.6

6.4

9 A

3.2

.5

5.3
KOUGABOK BIVEB DRAINAGE BASIN. 203

Dotty gage height, in feet, and discharge, in second-feet, of Kougarok River and Homestake 

ditch, at intake for 1907-1909.

Drainage area, 44 square mites; observers, employees of Eougarok Mining & Ditch Co., 1907-8; Frank

Dotan, 1909.]

Day.

1907. 

1.. ............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11.:............

12..............

13..............

14..............

15...............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

26..............

26..............

27..............

28..............

29..............

30..............

Zl.... ..........

Mean. ... 

Mean total.....

Meanpersquare 

mile.. .......

Run-off, depth 

in inches on 

drainage area.

July.

River.

1

1.24

1.08

1.05 

1.04 

1.00 

1.20 

1.03

1.00 

.88 

.89

......

1

18 

3.0

3.0

3.0

3.0

2.9

2.0 

1.6 

.4 

14.0 

1.3

.4 

.4

.4 

.4 

.4 

.4

3.2 

12.4

.28

.18

Ditch.

s 

&a 

0

0.36

.40 

.31 

.34 

.62 

.55

.49 

.42 

.26 

.22 

.21

------

f

ft

0

13.0 

12.0 

10.0 

9.0 

8.0

9.0 

6.7

7.4 

15.4 

15.2

13.2 

11.1 

7.1 

6.2 

5.9 

6.4

9.2

August.

River.

I

!

0

6.92 

.90

.90 

.90 

.89 

.90 

.91

.91 

.91 

.92 

.92 

.91

1.40 

1.71 

1.58 

1.17 

1.54

1.28 

1.22 

1.09 

.96 

.95 

.89

......

}

0.4 

.4 

.4 

.4 

.4

.4 

.4 

.4 

3.2 

2.2

2.2 

2.2 

1.7 

2.2 

2.7

2.7 

2.7 

3.2 

3.2

2.7

48 

93 

72 

24 

67

35 

29 

17 

5.8 

5.0 

.5

13.9 

22.8

.52

.60

Ditch.

1

1

0.25 

.15 

.18 

.32 

.28

.20 

1.6 

.10 

.06 -.02

-.03 

-.04 

-.06 

-.06 -.08

 .08 

+.04 

.12 

.28 

.18

.60 

.61 

.61 

.63

.58

.59 

.66 

.62 

.61 

.69 

.57

......

5

6.8 

4.8 

5.3 

8.5

7.5

5.7 

4.9 

3.8 

3.2 

2.0

1.8 

1.7 

1.5 

1.5 

1.2

1.2 

2.8 

4.2 

7.5 

5.3

17.0 

17.4 

17.4 

18.2 

16.3

16.6 

19.4 

17.8 

17.4 

20.6 

16.0

8.9

September.

River.

f 

10

1.01 

1.15 

1.12 

1.35 

1.57

1.44 

1.28 

1.16 

1.78 

2.56

1.86 

1.54 

1.33 

1.17 

1.74

1.50 

1.22 

1.11 

1.04 

1.10

......

8, 

0

10.8 

22 

20 

42

71

53 

35 

23 

110 

336

124 

67 

40 

24 

99

61 

29 

18.9 

13.2 

18.0

60.8 

79.1

L80 

1 34

Ditch.

1 1

0

0.62 

.66 

.68 

.64 

.58

.64 

.64 

.65 

.69 

.55

.62 

.65 

.66 

.66 

.66

.68 

,69 

.70 

.62 

.30

......

i

17.8 

19.4 

20.2 

18.6 

16.3

18.6 

18.6 

19.0 

20.6 

15.2

17.8 

19.0 

19.4 

19.4 

19.4

20.2 

20.6 

21.0 

17.8 

8.0

18.3

NOTE. Discharges for July 16 to 19 are estimated. All water was carried in the ditch from July 26 to 

Aug. 8. inclusive, except the seepage through the diversion dam, which was estimated. During this 

time about 2 second-feet was turned oat of the first waste gate to furnish a sluice bead for operators who 

were working in tbe river bed below.
204 SUBFACE WATER SUPPLY OF SEWAED PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Kpugarok River and Homestake 

ditch at intake for 1907-1909 Continued.

Day.

1908. 

1....... .......

2. .............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19. .............

20..............

21..............

22... ...........

23..............

24. .............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Mftsvn

Meanpersquare

Run-off, depth 

in inches on 

drainage area.

July.

River.

.1

£ 

&03 

O

0.61 

.55 

.42 

.41 

.40

.49 

.48 

.12 

.10 

.10

.09 

.09 

.10 

.09 

.09

.09 

.09 

.07 

.06 

.06

.08 

.07 

.07 

.06 .0*

.04 

.05 

.04 .0<« 

.04 .0*

ft

1

15.6 

11.2 

3,7 

3.2 

2.7

7.2 

6.7 

1.8 

1.2 

1.2

1.1 

1.1 

1.2 

1.1 

1.1

1.1 

1.1 

.8 

.6 

.6

.9 

.8 

.8 

.6 

.5

.4 

.5 

.4

.4 

.4 

.5

2.3

5.7

.13

.15

Ditch.

s

o

0.15 

.28 

.29 

.28 

.22

.14 

.20 

.22 

.20 

.20

.23 

.20 

.20

.18 

.18

.18 

.20 

.14 

.14 

.12

.14 

.12 

.12 

.10 

.10

.10 

.12 

.13 

.12 

.12 

.12

a

o

.2

ft

3.1 

5.6 

5.8 

5.6 

4.3

2.9 

3.9 

4.3 

3.9 

3.9

4.5 

3.9 

3.9 

3.6 

3.6

3.6 

3.9 

2.9 

2.9 

2.6

2.9 

2.6 

2.6 

2.3 

2.3

2.3 

2.6 

2.8 

2.6 

2.6 

2.6

3.4

August.

River.

I 3 

a

O

0.22 

.03 

.04 

.03 

.03

.03 

.03 

.19 

.17 

.03

.03 

.90 

-.02 

-.02 -.02

.00 

-.02 

.00 

.00 

.04

.01 

.01 

.01 

.01 

.01

.04 

.00 

.05 

.05 

.04 

.05

IS 

60

ft

5.6 

.3 

.4 

.3 

.3

.3 

.3 

4.1 

3.4 

.3

.3 

0 

0 

0 

0

0 

0

0 

0 

.4

.1 

.1 

.1 

.1 

.1

.4

0 

.5 

.5 

.4 

.5

.61

5.5

125

.14

Ditch.

1 s

<D

8P

o

0.40

.18 

.16 

.20 

.41

.40 

.38

.19

.16 

.10 

.08 

.08 

.49

.37 

.22 

.14 

.12 

.50

.30 

.18 

.20 

.32 

.32

.54 

.32 

.17 

.13 

.08 

.12

! «

8.3 

3.6 

3.3 

3.9

8.6

8.3

7.8 

0 

0 

^.7

3.3 

2.3 

2.0 

2.0 

10.6

7.6 

4.3 

2.9 

2.6 

10.9

6.0 

3.6 

3.9 

6.5 

«.5

12.1 

6.5 

i.4 

2.8 

2.0 

2.6

4.9

September.

River.

s

1

o

0.10 

.10 

.24 

.23 

.12

.11

.16 

.17 

.15 

.10

1

s

1.2 

1.2 

6.8 

6.2 

1.8

1.5 

3.1 

3.4

2.8 

1.2

2.9 

10.2

.23

.09

Ditch.

I 53

ft

i

$

0.52 

.35 

.49 

.59 

.64

.31 

.35 

.20 

.14

......

p

I

p

11.5 

7.2 

10.6 

13.7 

9.3

6.2

7.2 

3.9 

2.9 

0

7.3

NOTE. The mean discharge of the river for the period June 27-30 was 32.8 second-feet; that of the ditch 

for the same period was 7.1 second-feet.
KOTJGAKOK EIVEE DBAINAGE BASIN. 205

Daily gage height, in feet, and discharge, in second-feet, of Kougarok River and Homestake 

ditch at intake for 1907-1909 Continued.

[Observer, Frank Dolan.]

Day. 

1909. 

1.............

2.............

4.............

5.............

6.............

7.............

9.............

10.............

11.............

12.............

14.............

16.............

17.............

18.............

19.............

20.............

91

22.............

23.............

24.............

25.............

26.............

97

28.............

29.............

30.............

31.............

Mean.... 

Mean total.... 

Mean per 

square mile. 

Run-off, depth 

in inches on 

drainage

June.

River.

Gage height.

......

Discharge.

------

120

150

85

70 

50 

45

40 

40 

40 

36 

40

65.1 

65.1

1.48 

.61

July.

River.

Gage height.

0.46 

.42

.40 

.38 

.38

.38 

.38 

.38 

.38 

.38 

.38

<o

1

p

45

35

30

22

18

17

15

12

6.0 

4.3

7.0 

6.0 

5.0

5.0

5.0

4.0

4.0

4.0

4.0

3.5

3.5

3.5

3.4 

2.9 

2.9

2.9 

2.9 

2.9 

2.9 

2.9 

2.9

9.21 

9.47

.215 

.24

Ditch.

Gage height.

0.27 

.20

......

.26

P

4.7 

3.4

August.

River.

height. Gage 

0.38 

.38

.38

.78 

.51

.41 

.38 

.38

1.12

.78

.44 

.39 

.38

.36

.38

.38

.38

.36

.36

.36

.36

.36

.36

.36

.36

.36

.36

4fl

40

40

Discharge. 

2.9 

2.9

2.9

34.0 

8.4

3.8 

2.9 

2.9

93.0 

39.0

7.9 

5.3 

4.8

3.9 

4.8

4.8

4.8

4.8

3 9

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.9

5.7

5.7

5.7

9.35 

12.2

.277 

.32

Ditch.

Gage height.

6.35 

.40

.15

.75 

.81

.72 

.39 

.17

.12

------

<o

tf

1

6.4

7.6

2.7

18.9 

22.0

17.6 

7.4 

3.0

2.3

2.84

September.

River.

height. Gage 

0.36 

.38 

.40 

.35 

.36

.36 

.34

.33 

.33

"."35" 

.38

......

«>to

'I

3.9

4.8 

5.7 

3.5 

3.9

3.9 

3.2 

3.0

2.9 

2.9

3.0 

3.1 

3.2

3.3 

3.5

4.8

3.66 

5.57

.127 

.08

Ditch.

Gage height.

0.30 

.42

.19 

.15 

.15

.05

......

".'25'

.15

......

1

P

5.3 

8.1 

3.3 

2.7 

2.7

1.4

......

"4. 4

2.7

1.91

NOTE. Discharges for June 20 to July 8,1909, have been estimated from the records on Kougarok River 

below Henry Creek and above Coarse Gold Creek. They are only approximate, on account of daily fluctuations) but are included in order to furnish data for comparison with other stations.

KOtTGAROK RIVER BELOW HENRY CREEK.

This station was established June 29, 1909, by C. T. Law, engineer 

for the Taylor Creek Ditch Co., and the gage readings and most of 

the measurements were furnished by him. Two gages were used, 

the one originally installed being influenced by backwater on July 

29 from a mining dam which was built just below. Inasmuch 

as the new gage was not established until August 13, the intervening records are only approximate. The low-water data are uncertain, on account of water being stored in the lower ends of ditches
206 SUBFACE WATEB SUPPLY OF SEWAED PENINSULA.

for intermittent sluicing during the dry periods, a condition which 

produced a very irregular flow in the river at this point. The gage 

was read only twice a day, and the recorded mean gage height may 

vary considerably from the actual mean gage height. A minimum 

discharge of 7 second-feet occurred during the week August 22 to 28.

Discharge measurements of Kougarok River below Henry Creek in 1909. 

[Elevation, 410 feet.]

Date.

July 18"

July 22

July 24

Hydrographer.

.....do.............

.....do.............

.....do.............

height.

Feet. 

1.11

.77

.50

vt

.42

Discharge.

Sec.-ft. 

128.0

54.0

21.0

9 A

10.7

Date.

Aug. 13

Aug. 19

Aug. 29

Aug. 31

Sept. 18

Hydrographer.

.....do.:...........

.....do.............

G. L. Parker.......

£&

Feet. 

0.70

.54

.52

.62

.85

Discharge.

Sec.-ft. 

34.0

8.7

9.8

21.0

57.0

« Measured by floats.

Daily gage height, in feet, and discharge, in second-feet, of Kougarok River below Henry

Creek for 1909.

[Drainage area, 225 square miles; observer, C. B. Atwater.J

Day

1..........

2. .........

3. .........

4..........

5. .........

6..........

7..........

8. .........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

I o> 

43

<x> 

% 

O

1.10 

1.12 

.95 

1.04 

.95

.92 

.88 

.78 

.76 

.83

.74 

.71 

.66 

.58 

.58

.54 

.50 

.50 

.48 

.46

9

1 

1

ft

125 

130 

91 

111 

91

84 

76 

56 

53 

66

49 

44 

36 

26 

26

21 

17 

17 

16 

14

August.

3_WJ "S

43 

o>

SP

o

0.57 

.57 

.57 

.66 

.86

.74 

.68 

.60 

.82 

1.28

1.18 

.96 

.95 

.67 

.60

.58 

.58 

.57 

.56 

.53

<rf 

% i

42

P

9 

9 

9 

18

48

27 

20 

12 

40 

113

83 

35 

33 

28 

18

16 

16 

14 

13 

10

September.

1

a>

8?

o

0.64 

.70 

.69 

.66 

.61

.64 

.60 

.59 

.59 

.59

.58 

.58 

.57 

.62 

.83

.87 

.79 

.80

OJ11

24 

33 

32

27 

20

24 

18 

17 

17 

17

16 

16 

14 

21 

54

61 

47 

49

Day.

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Mean. 

Mean per 

square 

mile...... 

Run-off, 

depth in 

inches on 

d r ainage

July.

1

3

0.40 

.38 

.40 

.40 

.37

.34

.36 

.37 

.57 

.57 

.57

......

ft

10 

9 

10

10 

9

8 

8 

9 

9 

9 

9

40.3

.179 

.21

August.

If

S

<D

8P 0

0.50 

.49

.48 

.48 

.48

.47 

.48 

.48 

.52 

.58 

.62

......

|

P

8 

8 

7 

7 

7

6

7 

7 

10 

16 

21

21.8

.097 

.11

September.

1 

s

0>SP

o

......

S

28.2 

.125

.08

NOTE. Discharge during the interval July 29-Aug. 13 is only approximate. The mean discharge for 

June 29-30 was 146 second-feet.

KOTTGAROK RIVER ABOVE COARSE GOLD CREEK.

Between the mouths of Taylor Creek and North Fork Kougarok 

River has a meandering course, with well-marked benches along most 

of the distance. At the mouth of Coarse Gold Creek it makes a bend
KOUGABOK EIVEE DBAINAGE BASIN. 207

which brings two points that are more than 2 miles apart by the river 

within 560 feet of each other in a straight line. A tunnel through this 

neck would drain the gravels in the bend and make them accessible 

for working. If it were not that the run-off at this locality is very 

small, it would furnish a fair power site. The difference in level of 

the water surface at the two points is about 17 feet, and an outcrop of 

rock which crosses the river just below the proposed tunnel intake 

would make a fairly good dam site.

A gaging station was established above the bend July 15, 1907, and 

readings were made during the remainder of the season. In 1908 and 

1909 no one was available to make the readings at this point, so a gage 

was established near the roadhouse 200 or 300 feet above the mouth 

of Coarse Gold Creek. Conditions at this location were not so permanent as at the upper gage, and, as fewer measurements were 

obtained, the results are not nearly as good as those for 1907. The 

station was discontinued July 31, 1909, in favor of the station below 

Henry Creek, which gives practically the same record. The highest 

discharge recorded was 1,240 second-feet on September 10, 1907, 

when the gage height was estimated from high-water marks, as the 

observer was absent. Very much higher floods are known to have 

occurred on the river. The minimum discharge at the end of July, 

1909, was 9 second-feet, and the river may have reached a still lower 

stage in September.

The discharge at this station gives the flow past the intake of the 

tunnel and also the amount of water that could be diverted by a lowline ditch to Dahl Creek. Such a ditch is proposed, and if built, will 

have its intake on Kougarok River below Dreamy Gulch and on 

Henry Creek near the mouth. It will extend to Dahl and Coffee 

creeks, more than 30 miles. Only a small percentage of the water 

enters the river between these proposed intakes and the gaging 

station.

Discharge measurements of Kougarok River above Coarse Gold Creek from 1907 to 1909.

[Elevation, 341 feet.]

Date.

1907. 

July 14.. .....................

July 21. ......................

July 23. ......................

July 30.......................

Aug. 8.. ......................

Aug. 14.......................

Aug. 23........ ...............

Aug. 26... j.. .................

Gage 

height.

Feet. 

1.11

.86

.74

.64

.44

.40

2.22

1.95

DiS' 

charge.

S«e.-ft. 

89

51

36

33

18.9

16.7

460

323

Date.

1908. 

June 26. ......................

July 25. ....... ...............

1909.

July 21. ......................

July 21. ......................

July 24. ......................

Aug. 31.. .....................

Gage 

height.

Feet. 

1.38

.15

2.77

1.26

1.27

1.26

1.36

Discharge.

8ec.-ft. 

302

9.9

453

11.2

10.4

9.8

20
208 SURFACE WATEE SUPPLY OP SEWABD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Kougarok River above Coarse

Gold Creel for 1907-1909.

[Drainage area, 254 square miles. Observers, C. Ellis, 1907; Charles Brooks and J. Turner, 1908-&]

Day.

1907. 

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8..... ....

. 9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

20..........

July.

I 

8>03 

O

1.09 

1.03

.98 

.90 

.94 

.90 

.84

P

86 

75

67 

54 

60 

54 

47

August.

height. Gage 

0.70 

.63 

.60 

.63 

.60

.57 

.50 

.46 

.38 

.38

.38 

.37 

.39 

.40 

.40

.43 

.50 

1.03 

1.12 

1.08

to' 

P

35 

31 

29 

31 

29

27 

23 

21 

16 

16

16 

16 

17 

17 

17

19 

23

75 

92 

84

September.

Gage height.

2.15 

2.10 

1.80

3.50

1.80 

2.23

to

.g 

ft

210 

230 

205 

280 

500

430 

400 

270 

600 

1,240

550 

350

270 

478 

600

380 

270 

200 

160 

130

Day.

1907. 

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28

29..........

30..........

31..........

Mean. 

Mean per 

square

Run-off, 

depth in 

inches on 

drainage

July.

Gage height.

0.82 

.82 

.75 

1.14 

1.58

1.20 

1.06 

.83 

.70 

.66 

.72

.1 

P

45 

45 

, 39 

96 

200

109 

81 

46 

35 

33 

37

67.2

.26

.17

August.

height. Gage 

1.68 

2.25 

2.22 

2.19 

2.22

1.99

1

.1 

ft

229 

490 

472 

454 

472

341

280

240

210

360

190

141

.56

.65

September.

height. Gage 

1 

P

388 

1.53

1.14

NOTE. Discharges for days when gage was not read were estimated with the aid of a hydrograph.

Day.

1..............

2..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

11

14.. ............

15..............

16..............

17..............

18..............

1Q

20..............

91

22..............

9Q

24..............

26..............

1908

June.

Gage height. ©

I

ft

July.

Gage height.

0.85 

.75 

.56 

.56 

.56

.53 

.50 

.45 

.42 

.35

.40 

.42 

.35 

.30 

.32

.25 

.42 

.38 

.32 

.32

.32 

.28 

.35 

.30 

.22

§,

p

96 

76 

49 

49 

49

44 

41 

36 

32 

26

30 

32 

26 

21 

23

17 

32 

28 

23 

23

23 

19 

26 

21 

15

August.

Gage height.

0.45 

.42 

.38 

.42 

.45

.60 

.62 

.48 

.45 

.40

.38 

.35 

.40 

.32 

.35

.40 

.38 

.35 

.35 

.32

.38 

.52 

.48 

.40 

.32

P

36 

32 

28 

32 

36

54 

57 

39 

36 

30

28 

26 

30 

23 

26

30 

28 

26 

26 

23

28 

44 

39 

30 

23

September.

Gage height.

0.58 

.58 

.62 

.68 

.62

.52 

.42 

.35 

.38 

.30

.22 

.20

§> 

P

51

51 

57 

65 

57

44 

32 

26 

28 

21

15 

13

1909

June.

Gage height.

2.8

2.15

4>

I

3 

p

470

400 

330 

270 

" 197 

188

July.

Gage height.

2.3 

2.1 

2.1 

2.1 

2.1

2.05 

2.0 

1.9 

1.75 

1.7

1.6 

1.55

1.35 

1.3

1.3 

i."2o"

©So

P

250 

180 

180 

180 

180

164 

147 

119 

83 

73

55 

47 

42 

32 

26

23 

20 

14 

14 

14

13 

11 

10 

10 

10
KOT7GABOK EIVEE DBAINAGE BASIN. 209

Daily gage height, in feet, and discharge, in second-feet, of Kougarok River above Coarse 

Gold Creek for 1907-1909 Continued.

Day.

26..............

27..............

28..............

29..............

30..............

31..............

Mean ....

Mean per 

square mile. . 

Run-off, depth 

in inches on 

drainage area

1908

June.

! i

o

1.36 

1.05 

1.10 

.92 

.85

i1

285 

150 

166 

112 

96

162 

.64

.12

July.

f1

<D

1

o

0.25 

.20 

.20 

.25 

.30 

.38

S>

I

Q

17 

13 

13 

17

21 

28

31.2

.12

.14

August.

I

<D

1 O

0.40 

.45 

.42 

.32 

.38 

.45

i

30 

36 

32 

23 

28 

86

32.1

.13

.15

September.

i9 

1

O 5

38.3

.15

.07

1909

June.

40

A

G5

2.1 

2.1 

2.1 

2.1 

2.15

fl> 

60

i

Q

180 

180 

180 

180 

197

252 

.992

.41

July.

A 

9 

1

O

pSo

9 

9 

9 

9 

9 

9

62.9 

.248

.29

TAYLOR CREEK AT CASCADE INTAKE.

Taylor Creek is the longest tributary of Kougarok River and is 

larger than the main stream at their junction. It rises near the headwaters of Noxapaga and Goodhope rivers and flows in a southwesterly direction. Its principal tributaries are Midnight, Solomon, Jim, 

Brown, Rock, and Arizona creeks. Two ditches have been built on 

Taylor Creek the North Star, with its intake about 3 miles above 

Solomon Creek, and the Cascade, which diverts water about 5 miles 

farther downstream.

A gaging station, established at the Cascade intake July 17, 1907, 

to determine the total water supply available for the two ditches, is 

located about 100 yards above the diversion dam of the lower ditch. 

During August and September a part of the discharge of the creek was 

diverted past the station in the North Star ditch, and this amount has 

been added to give the total flow of the creek.

Discharge measurements of Taylor Creek at Cascade intake in 1907. 

[Elevation, 580 feet.]

Date.

July 17. ......................

July 24.. .....................

July 26.. .....................

Gage

Feet. 

0.67

1.65

.93

Discharge.

See.-/*. 

16.0

185

43

Date.

Aug. 21.......................

Aug. 24.......................

Gage 

height.

Feet. 

0.49

1.95

1.30

Discharge.

Sec.-ft. 

4.6

268

91

63851° WSP 314 13 14
210 SURFACE WATEE SUPPLY OF SEWAED PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Taylor Creek at Cascade intake

for 1907.

[Drainage area, 73.4 square miles. Observer, Percy Baldwin.]

Day.

1.. ........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

height. Gage 

0.67

<B 

.1

o

20

18 

16 

20 

15 

13

August.

height. Gage 

0.49

.31

.42 

.47

.50 

.57 

.84 

1.15 

.95

P

7 

7 

7 

6 

6

6 

5 

5 

4.6 

4.6

4 

4 

2.5 

3.9 

4.6

5.0

9.2 

32 

72 

44

September.

height. Gage 

1.12 

1.24 

1.15 

1.25 

1.55

1.36 

1.25 

1.00 

1.24 

2.40

1.80 

1.45 

1.30 

1.15 

1.60

1.30 

1.15 

1.00

ft

67 

87 

72 

89 

152

110 

89

50 

87 

430

220 

129

98 

72 

164

98 

72 

50 

45 

35

Day.

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Mean.. 

North Star 

ditch mean 

Mean total.. 

Mean per 

square

Run-off, 

depth in 

inches on 

drainage

July.

 w

o

1.65

.93

......

0$

fi

13 

12 

10 

186 

80

43

25 

13

8 

8

8

29.9 

.0

29.9 

.407

.26

August.

height. Gage 

1.60 

1.48 

1.38 

1.25 

1.65

1.39

1.20 

1.65 

1.20

......

......

1

fi

164 

136 

114 

89 

178

147

116 

98

80 

178 

80

52.2 

2.0

54.2 

.738

.85

September.

Gage height.

......

......

Discharge.

Ill

8.0 

119

1.62 

1.20

NOTE. Discharges for days on which the gage was not read were obtained by the aid of a hydrograph. 

HENRY CREEK AT MOTTTH.

Henry Creek, which enters Kougarok River about 2 miles below 

the mouth of Taylor Creek, is the largest tributary from the west 

and in dry weather furnishes the steadiest high-level water supply 

in the Kougarok drainage area. Its headwaters lie south of the 

upper Kougarok River and adjoin those of Budd Creek on the west. 

Lincoln Creek, which rises between Henry and Coarse Gold creeks, 

is the most important tributary. Lillian Creek enters from the north, 

about 4 miles from the mouth.

The Henry Creek ditch, which was built by the T. T. Lane Co. in 

1905 and 1906, extends from Henry Creek about 2 miles above the 

mouth of Lincoln Creek to a point near the mouth of Homestake 

Creek and has a total length of 10J miles. An additional 3J miles 

would divert Lincoln Creek. No water was running in the ditch between 1907 and 1909. In 1910 from 1 to 5 second-feet was used from 

the ditch for hydraulicking during most of the season. It is now the 

property of the Taylor Creek Ditch Co.

Measurements were made at the ditch intakes and also at the 

mouth. The total flow at ditch level on the dates when it was
KOUGAEOK BIVEB DRAINAGE BASIN. 211

measured was about 70 per cent of that at the mouth, and it has been 

estimated as the same proportion for days when measurements were 

made only at the mouth.

Discharge measurements of Henry and Lincoln creeks, 1907.

Date.

July 16.........................................................

July 25........ .................................................

July 30....... ..................................................

Aug. 13........................................................

Aug. 23........................................................

Aug. 26........................................................

Aug. 29........................................................

Sept. 6.........................................................

Sept. 12........................................................

Henry 

Creek at 

mouth.

Sec.-ft.

22.0

9

C

8.2 

6.8 

12.0 

60 

34 

27 

55 

99

At ditch level.

Henry 

Creek.

Sec.-ft. 

10.0 

7.4

2.7 

5.0

41

Lincoln

Creek.

Sec.-ft. 

8.2 

8.0

2.3 

3.3

42

Total.

8ec.-ft. 

18.2 

15.4 

6.8 

5.7 

5.0 

8.3 

42 

24 

19 

38 

83

NOTE. Measurements of the amount of water available for the Henry Creek ditch from Lillian Creek are 

given in the list of miscellaneous measurements on page 220.

A gaging station was established at the mouth of Henry Creek on June 

21,1908, and readings have been kept during each succeeding summer. 

The channel is fairly permanent and the rating curve is well denned. 

(See fig. 8, p. 58.) Measuring conditions are good, and the records are 

reliable with the exception of those for 1910, which are somewhat 

uncertain, because no measurements were made. The highest recorded discharge was 449 second-feet, September 6, 1910; the lowest 

was 1.7 second-feet on September 12 and 13, 1909.

Discharge measurements of Henry Creek at mouth in 1908 and 1909. 

[Elevation, 410 feet.]

Date.

1908.

July 3 

July 25

1909.

Hydrographer.

A. T. Barrows..... 

.....do..............

Gage 

height.

Feet.

0.70

.45 

.05

1.05

Discharge.

Sec.-ft.

64

25 

4.0

127

Date.

1909.

June 22

July 22 

Do.... 

Aug. 13

Do.... 

Aug. 31

Hydrographer.

.....do..............

F. F. Henshaw..... 

.....do..............

C. T. Law..........

.....do..............

Gage 

height.

Feet. 

1.52

.89

.13 

.13 

.23

.23 

.08

Discharge.

Sec.-ft. 

284

78

4.1 

3.7 

7.0

6.0 

2.4
212 SURFACE WATEB SUPPLY OF SEWABD PENINSULA.

Daily gage height, in feet, anddischarge, in second-feet, of Henry Creek at mouth for 1908-1910. 

[Drainagearea, 51 square miles. Observers, James B. McGilvrey, 1908; C. B. Atwater, 1909; C. T. Law, 1910.]

Day.

1908. 

1. ...................................

2....................................

4....................................

5....................................

6....................................

7....................................

g

10.. ............................. .....

11....................................

12....................................

13....................................

14....................................

15....................................

16....................................

17....................................

18....................................

10

20............. .......................

21....................................

99

09

24.....................................

oe

26....................................

27....................................

9«

90

30........... .........................

11

Run-off, depth in inches on drainage 

area. ...............................

1909. 

1. .................. .................

2....................................

3. ............................... ....

4....................................

5....................................

6....................................

7....................................

8....................................

9....................................

10....................................

11....................................

12....................................

13....................................

14....................................

15....................................

16....................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23. . . ..... .......

24....................................

26....................................

26....................................

27....................................

28....................................

29....................................

30:...................................

31....................................

Mean. . . ....

Mean per square mile. ............... 

Run-on, depth in inches on drainage 

area. ...............................

June.

Gage 

height.

1.00 

.70

1.26 

1.01

.78 

.70

.70 

.74 

.76 

.70 

.70

........

Discharge.

*

138 

62 

56 

50

73.7

1.45

.22

188 

109 

84 

59 

46

46 

52 

56 

46 

46

73.2 

1.44

.54

July.

Gage 

height.

0.54 

.46 

.46 

.38

.34 

.32

.28 

.27 

.25

.28

.25

.20

.18 

.18

.13 

.13

.15 

.11 

.10 

.07

.05

.03

.11

0.70 

.64

.57 

.60 

.54

.54 

.46 

.40 

.44 

.42

.38 

.36 

.29 

.28 

.26

.20 

.20 

.20 

.19

.18

.15 

.13 

.15 

.15 

.10

.08 

.10 

.10 

.08 

.08 

.07

" """

Discharge.

43

37

27 

27 

19.5

16.6 

15.3 

13.0 

12.5 

11.5

13.0

12.2

11.5 

10.4

9.2

8.4

8.4 

7.4

6.4 

6.4

7.1 

5.7 

5.3 

4.5 

4.3

4.1 

4.0 

3.9 

3.7 

3.5 

5.7

U Q

.233

.27

46 

38 

30 

33

27

27 

19.8 

15.0 

18.2 

16.6

13.9 

12.7 

9.0 

8.6 

7.9

5.8 

5.8 

5.8 

5.5 

5.2

4.4 

3.8 

4.4 

4.4 

3.0

2.6 

3.0 

3.0 

2.6 

2.6 

2.4

12.5 

.245

.28

August.

hWt.

0.28 

.13 

.10 

.16 

.30

.37 

.36 

.36 

.21 

.13

.10

.10

.13

.06 

.20

.16 

.20

.18 

.15 

.11 

.08

0.06 

.06 

.10 

.26 

.30

.19 

.12 

.09 

.46

.58

.43 

.36 

.26 

.20 

.16

.14 

.12 

.10

.08 

.08

.07 

.06 

.06 

.05 

.05

.04 

.04 

.04 

.06 

.09 

.08

........

Discharge.

13.0 

6.4 

5.3

7.5 

14.0

18.7 

18.0 

18.0 

9.7 

6.4

5.3 

5.3

5.3 

6.0

6.4 

5.9

5.4

4.9

4.3 

9.2

8.6

8.1

7.5 

9.2 

9.0

8.8

8.4 

7.1 

5.7 

4.8 

7.0

8.4 

.165

.19

2.2 

2.2 

3.0 

7.9 

9.3

5.5 

3.6

2.8 

19.8 

31

17.4 

12.7 

7.9 

5.8 

4.7

4.1 

3.6 

3.0 

2.6 

2.6

2.4

2.2 

2.2 

2.0 

2.0

1.7 

1.7 

1.7 

2.2 

2.8 

2.6

5.65 

.111

.13

September.

i2acL

0.20 

.26

.26

.17

.05

0.10 

.10 

.10 

.09 

.09

.10 

.08 

.06 

.06 

.06

.05 

.04 

.04

.10 

.12

.12 

.11 

.10

......:.

Discharge.

9.2 

13.0 

12.5 

12.0 

11.0

10.0 

9.0 

7.9 

6.6 

5.3

4.0

9.1

.178

.07

3.0 

3.0 

3.0

2.8 

2.8

3.0 

2.6 

2.2

2.2 

2.2

2.0 

1.7 

1.7 

3.0 

3.6

3.6 

3.3 

3.0

2.71 

.053

.04
KOUGABOK KTVBB DRAINAGE BASIN. 213

Daily gage height, in feet, and discharge, in aecond-feet, of Henry Creek at mouth for 1908-

1910 Continued.

Day.

1910. 

1.. ........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

height. Gage 

1.10

1.05 

1.03

.87 

.77 

.70

.82 

.80 

.83 

.73 

.70

.65 

.60 

.91 

.56 

1.14

ft

.

145

128 

121 

76 

56 

45

65 

61 

68 

50 

46

42 

36 

89 

32 

162

August.

height. Gage 

0.32 

.32 

.40 

.38 

.28

.28 

.25 

.28 

.32 

.35

.35 

.30 

.30 

.30 

.72

.80 

90

.70 

.60 

.50

ft

16 

16 

20 

19 

14

14 

13 

14 

16 

17

17 

15 

15 

15 

52

65 

87 

49

1?

September.

I 

O

1.65 

1.15 

.80 

.70

1.95 

1.70 

1.70 

1.25 

.75

.80 

.85 

.80 

.75 

.72

.70

ft

155 

342 

166 

65 

48

449 

359 

359 

200 

56

64 

75 

64 

56 

51

48

Day.

1910. 

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Mean. 

Mean per

square

Kun-off, 

depth in 

inches on 

drainage

July.

height. Gage 

1.60

.88 

.58 

.59 

.88

.70 

.55 

.60 

.55 

.45 

.39

ft

323 

82 

34 

35 

82

43 

31 

36 

31 

22 

18

72.7

1.43

1 44

August.

height. Gage 

0.40 

.35 

.35 

.45 

.60

.55 

.40 

.40 

.35 

.30 

.30

<D

I

ft

20 

17 

17 

23 

37

32 

20 

20 

17 

15 

15

24.9

.49

.56

September.

a

ft

160 

3.14

1.87

NOTE. The estimated discharge of the Henry Creek ditch was added to the discharge corresponding to 

the gage height for each day to determine the natural flow. As no measurements were made in 1910, the 

1909 rating was used on the assumption that channel conditions remained the same throughout the two 

seasons.

COARSE GOLD CREEK NEAR MOUTH.

Coarse Gold Creek rises opposite the headwaters of Marys River, 

flows in a northeasterly direction for about 16 miles, and enters 

Kougarok River just below the big bend previously mentioned. 

The upper portion of the creek is relatively flat, the lower portion has 

a grade of 40 to 80 feet to the mile.

The Galvin ditch, constructed in 1907, has its intake about 5 miles 

above the mouth and is built along the south slope of the valley, 

picking up the flow of Jones Gulch and Nugget Gulch. It extends 

about 5 miles to Twob'.t Gulch, a small tributary of Kougarok 

River, where a head of nearly 300 feet is obtained.

Miscellaneous measurements were made in 1907 and 1908, and in 

1909 a station was established and gage readings obtained. Records 

at this point show the water available for the ditch, as practically the 

whole flow can be diverted. On account of poor measuring conditions and a considerable shift in the channel only approximate results 

were obtained.

A minimum discharge of 0.9 second-feet occurred for the week July 

21 to 27, 1909.
214 SUEFACE WATEB SUPPLY OF SEWAED PENINSULA.

Discharge measurements of Coarse Gold Creek near mouth in 1907-1909. 

[Elevation, 341 feet.]

Date.

1907. 

July 21.......................

Aug. 12.......................

Aug. 23........ ...............

Aug. 28................. ......

Sept. 6........................

Sept. 8................ ........

Sept. 15.......................

Gage 

height.

Feet.

Discharge.

Sec.-ft.

7.8

3.0

44

29

30

29

22

156

Date.

1908.

July 26. ......................

1909.

June 20. ......................

....do .......................

July 21. ......................

Aug. 31.............. .........

Gage 

height.

Feet.

1.12

1.34

 28

.30

Discharge.

Sec.,,

35

1.4

50

76

.9

.8

Daily gage height, in feet, and discharge, in second-feet, of Coarse Gold Creek near mouth

for 1909.

[Drainage area, 34 square miles. Observer, Chas. Graf.]

Date.

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....................................

Run-off, depth in inches on drainage 

area.

June.

height.

1.23

1.00 

.76 

.58 

.49 

.59

.88 

1.02

Discharge.

61

37 

19 

9.7 

6.3 

10.1

27 

39 

40 

30 

30

28.1

July.

3R.

0.28

.27 

.30

.28

.28 

.29 

.30 

.28 

.29

........

Discharge.

.9 

.9 

.9 

.8 

1.3

.9 

.9

1.1 

1.3 

.9 

1.1

1.0 

.03

.01

August.

Gage 

height.

0.30 

.30 

.32 

.34 

.37

.36 

.36 

.36 

.43 

.44

.46 

.51 

.49 

.48 

.47

.46 

.44 

.41 

.40 

.39

.39 

.38 

.38 

.39 

.40

.40 

.42 

.44 

.46 

.34 

.30

........

Discharge.

1.3 

1.3

1.7 

2.1 

2.8

2.5 

2.5 

2.5 

4.4 

4.7

5.3 

7.0 

6.0 

5.6 

5.3

4.9 

4.3 

3.5 

3.2 

2.9

2.9

2.7 

2.7 

2.9 

3.2

3.2 

3.8 

4.3 

4.9

1.7 

.8

3.4 

.10

.12

September.

3B.

0.34 

.32 

.32 

.32 

.33

.32 

.31 

.31 

.30 

.30

.30 

.30 

.31 

.55

........

Discharge.

1.7 

1.2 

1.2 

1.2 

1.5

1.2 

1.0 

1.0 

.8 

.8

.8 

.8 

1.0 

8.0

1.6 

.05

.03

NOTE. About 6 second-feet of water was diverted into the Galvin ditch June 20-30. This amount is not 

included in the discharges given above. There was also a small amount of water running in the ditch 

August 9-12.
KOTJGABOK ETVEB DRAINAGE BASlH. 215

NORTH FORE ABOVE EUREKA CREEK.

North Fork is formed by the junction of French and Alder creeks 

and enters Kougarok River from the east about a mile below the 

mouth of Coarse Gold Creek. Its principal tributaries are Harris, 

Baldy, Monument, Queen, Magnet, and Eureka creeks. Harris 

Creek is dry during low water for the lower 4 miles, as the water 

flows underground through the limestone which forms its bed. On 

the upper portion of North Fork the water also flows underground 

at low stages and comes to the surface in the form of a spring about a 

mile above the mouth of Harris Creek.

In 1906 the Northwestern Development Co. began a ditch which 

has its intake just below the junction of French and Alder creeks, 

extends along the north bank about 3 miles, and then crosses in a 

siphon to the south bank. Six miles of ditch is completed.

Miscellaneous measurements were made above Eureka Creek in 

1907, and on June 29. 1908, a regular gaging station was established 

there. Readings were obtained during the next two seasons and 

the records are good, except during a short period in July, 1909, 

when the gage was affected by backwater from a mining dam. A 

new gage was set farther up stream on July 22, 1909. As no highwater measurements were obtained after this date the maximum 

discharges for the later part of 1909 are uncertain.

The lowest recorded discharge for one week is 7.9 second-feet, 

July 24 to 30, 1908. No extreme high water was recorded.

Discharge measurements of North Fork above Eureka Creek, 1907 to 1909. 

[Elevation, 370 feet.]

Date.

1907. 

July 22.. .....................

Aug. 15.... ...................

Aug. 27.......................

Sept. 15.......................

1908.

July2. .......................

July 25........................

Gage 

height.

Feet.

1.25

1.15

.67

Discharge.

Sec.-ft. 

13

9.6 iiw

70

122

37

26

7.9

Date.

1909.

July 22....... ............

Do. _ .......... _ ... ....

Gage 

height.

Feet. 

1.48

a.70

a.70

Discharge.

Sec.-ft. 

102

69.0

c Q It

» The gage was reset July 22 at a different section. The reading of the old gage was estimated at 0.64 

for this stage.

fr Measured above Eureka Creek. 

e Measured below Eureka Creek. The discharge of Eureka Creek was negligible.
216 SURFACE WATEB SUPPLY OF SEWABD PENINSULA.

Daily gage height, in feet, and discharge, in second-feet, of North Fork above Eureka Creek

for 1908-9. 

[Drainage area, 66 square miles Observer, A. MartelL]

Day.

1908. 

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11.......... 

12.......... 

13.......... 

14..........

15...........

16..........

17..........

18.......... 

19.......... 

20..........

July.

i

£

<s

Sf 

o

0.70 

1.35 

1.30 

1.25 

1.25

1.25 

1.13 

.95

.88 

.88

.85 

.80 

.80 

.80 

.80

.75 

.74

.76 

.70 

.70

1 

1

Q

8.4 

50 

43 

37 

37

37 

25 

15.0 

12.5 

12.5

11.6 

10.3 

10.3 

10.3 

10.3

9.4

9

0

9.5 

8.4 

8.4

August.

s

£f 

&

O

0.68 

.66 

.68 

.70 

.72

.85 

.84 

.80 

.77 

.78

.77 

.78 

.74 

.70 

.68

.68 

.68

.68 

.68 

.68

<D 

.g

Q

8.1

7.8 

7.8 

8.4 

8.8

11.6 

11.4 

10.3 

9.7 

9.9

9.7 

9.9 

9.2 

8.4 

8.1

8.1 

8.1

8.1 

8.1 

8.1

September.

sa

o

0.72 

.72 

.71 

.70 

.70

.70 

.70 

.70 

.68

......

:..:::

j o

8.8 

8.8 

8.6 

8.4 

8.4

8.4 

8.4 

S.4 

8.1

:.....

......

Day.

1908. 

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28.......... 

29.......... 

30..........

31..........

Mean per 

square

R u n - o ff , 

depth in 

inches on 

dr ainage 

area......

July.

f

a

<D

y

o

.70

.70

.70 

.70 

.67

.66

.66

.66 

.65 

.68

.71

I

8.4

8.4

8.4 

8.4

7 Q

7.8

7.8

7.8 

7.6 

8.1

8.6

15.0

.27

August.

3

 f 

.8

O

.67

.68

.70

.70 

.68

.68

.68

.67 

.67 

.66

.73

«5

O

7.9

8.1

8.4 

8.4 

8.1

8.1

8.1

7.9 

7.9

7.8

9.0

8 7

.15

September.

a

ID

1

......

......

......

OJ

5

......

......

......

8.5 

.13

.04

NOTE. The mean discharge for June 29-30 was 23.4 second-feet.

Day.

1909. 

1............... .....................

2....................................

3....................................

4....................................

5....................................

6....................................

7....................................

8....................................

9....................................

10....................................

11....................................

12....................................

13....................................

14....................................

15....................................

16....................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24....................................

25....................................

26....................................

27....................................

28....................................

29....................................

30....................................

31....................................

Mean..........................

Run-off, depth in inches on drainage

June.

Gage 

height.

1.60

1.58 

1.28 

1.15 

1.11 

1.02

1.01 

1.01 

1.01 

1.02 

.96

........

Discharge.

120

115 

55 

36 

32 

25

24

24 

24 

25 

21

45.5 

.690

.28

July.

Gage 

height.

0.96 

.90 

.91

.87 

.84

.81 

.78 

.76 

.74 

.77

.74

.74 

.72 

.68 

.68

.66 

.66 

.66

o.70 

.70 

.69 

.70

.70 

.70 

.69 

.68 

.67 

.67

........

Discharge.

21 

17.1 

17.7 

15.9 

14.6

13.4 

12.5 

11.9 

11.4 

12.2

11.4 

11.4 

10.8 

9.8 

9.8 

9.4 

9.4 

9.4 

9.3 

9.2

9.1

9.0 

9.0 

8.8 

9.0

9.0 

9.0

8.8 

8.6 

8.4 

8.4

11.1 

.168

19

August.

Gage 

height.

0.67 

.67 

.68 

.68 

.67

.67 

.67 

.68 

.74 

1.30

1.45 

.92 

.90

.86 

.82

.80 

.80

.78 

.77 

.75

.76 

.74 

.72 

.71 

.71

.71

.71 

.73

.73 

.72 

.71

........

Discharge.

8.4 

8.4 

8.6 

8.6 

8.4

8.4 

8.4 

8.6 

9.9 

47

78 

15.4 

14.5 

13.2 

11.9

11.3 

11.3 

10.8 

10.6 

10.2

10.4 

9.9 

9.5 

9.2 

9.2

9.2 

9.2 

9.7 

9.7 

9.5 

9.2

13.4 

.203

.23

September.

Gage 

height.

0.72 

.72 

.72 

.72 

.73

.72 

.71 

.71 

.70 

.70

.70 

.70 

.69

........

Discharge.

9.5 

9.5

9.5 

9.5 

9.7

9.5 

9.2 

9.2 

9.0 

9.0

9.0 

9.0 

8.8

9.26 

.140

.07

 A new gage was set farther upstream to avoid the effect of back-water from a mining dam.
KOUGABOK EIVBE DRAINAGE BASES'. 217

DITCHES.

HOME STAKE DITCH AT PENSTOCK.

The Homestake ditch of the Kugarok Mining & Ditch Co. was 

begun in 1905 and completed in 1907. It diverts the water from 

the upper Kougarok, near Mascot Gulch, and extends along the left 

bank of the river to a point opposite the mouth of Homestake Creek, 

having a total length of 7| miles. The water is carried across 

Macklin Creek in a siphon 843 feet long, of 36 and 34 inch pipe.

Above Macklin Creek the ditch is built into the rocky bluffs of 

close-grained schists and slates for about 1 mile. Below the siphon 

some ground ice was encountered, as well as a large amount of loose 

rock mixed with ice and frozen muck, which gave much trouble. 

Nearly half the length of the ditch had to be lined with sod, some 

parts requiring both sides and bottom of this material. In 1907 a 

lateral ditch was built to Macklin Creek. It is 6,300 feet long and 

4 feet wide on the bottom.

The water was used during the latter part of 1906 in the bed of the 

river just above Taylor Creek. A waste ditch was formed by a 

retaining wall built on one side of the channel, but at times this was 

overtopped and the workings flooded. The discharge of the river at 

such times is estimated at 600 to 800 second-feet.

During the season of 1907 the water was used on the John L. bench 

claim, on the right bank of the river below Homestake Creek. A 

head of about 150 feet is available on this claim. In 1908 and 1909 

only a small amount of work was done, owing to lack of water.

A gaging station was maintained above the penstock during a 

portion of 1907 to determine the amount of water used at the mine. 

The gage was located about half a mile above the penstock, above 

the backwater caused by shutting off the water at the mine, which 

caused the water to overflow the weir and run out at the lower end 

of the ditch. No record was kept in 1908 or 1909, because of the 

small amount of water delivered.

Discharge measurements of Homestake ditch above penstock in 1907.

Date.

July 20. .............. ........

July 29. ......................

Aug. 21...... .................

Do.......................

Gage 

height.

Feet.

1.19

1.49

Discharge.

Sec.-ft. 

5.5

2.2

9.1

15.6

Date. Gage 

height.

Feet. 

1.47

1.60

1.74

Discharge.

Sec.-ft. 

15.0

17 Q

21
218 ' SUBFACE WATEfc StTt>l»LY Off 9EWARD

Daily gage height, infect, and discharge, in second-feet, of Homestake ditch above penstock

for 1907.

[Observer, John Watson.]

Day.

1. ..............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

August.

Gage 

height.

Discharge.

September.

Gage 

height.

1.76 

1.70 

1.62

1.75 

1.54

1.70 

1.70 

1.70 

1.72 

1.52

1.74 

1.75 

1.76 

1.76 

1.76

Discharge.

21.5 

20.2 

18.4 

21.3 

16.7

20.2 

20.2 

20.2 

20.6 

16.2

21.1 

21.3

21.5 

21.5 

21.5

Day.

16...............

17...............

18...............

19...............

20...............

21...............

22 .......

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Mean.....

August.

Gage 

height.

1.34 

1.48 

1.54 

1.54 

1.60

1.60 

1.56 

1.58 

1.58 

1.68 

1.70

........

Discharge.

12.3 

15.4 

16.7 

16.7 

18.0

18.0 

17.1 

17.6 

17.6 

19.8 

20.2

17.2

September.

Gage 

height.

1.74 

1.76 

1.76

1.68 

1.15

........

Discharge.

21.1 

21.5 

21.5 

17.8 

8.4

19.6

NORTH STAR DITCH ABOVE SIPHON.

The North Star ditch of the Taylor Creek Ditch Co. was begun in 

1905 and completed in 1907. It diverts water from Taylor Creek 

about 12 miles above its mouth and about 3 miles above the mouth

of Solomon Cre ek. The ditch lies on the left bank for the first mile,

then crosses the creek in a flume and continues on the right bank to 

a point 7 miles below the intake. Here it crosses Taylor Creek in a 

siphon 2,600 feet long, which is described more fully on page 262. 

Below the siphon the ditch receives the flow of Rock Creek and continues to Arctic Creek, having a total length of 15.2 miles.

Water was turned into the ditch at the intake about August 5, but 

was not run through the siphon until about the 20th. The water 

was used on the Thorson bench, on the left bank of Kougarok River, 

and for stripping on Dreamy Gulch, a small tributary from the east.

The station above the siphon was established August 21, 1907, to 

determine the amount of water diverted past the gage at the Cascade 

intake. The quantity used at the mines includes in addition the discharge of Rock Creek.

Discharge measurements of North Star ditch above siphon in 1907.

Date.

Aug. 21....... ................

Aug. 24............... ........

height.

Feet.

1.05

.50

Discharge.

Sec.-ft. 

o2.9

5.0

0.0

Date.

Do........................

height.

Feet. 

1.14

1.24

Discharge.

Sec.-ft. 

7.1

9.7

 7.9

i Measured at intake.
KOITGABOK EIVEB DEAINAGE BASIN. 219

Daily gage height, in feet, and discharge, in second-feet, of North Star ditch above siphon

for 1907.

[Observer, employee of Taylor Creek Ditch Co.]

Day.

1.. ........ .....

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

August.

Gage 

height.

DIscharge.

«1.5

September.

Gage 

height.

1.21 

1.16 

1.11 

1.16 

1.18

1.17 

1.18 

1.14 

1.14 

1.28

1.30 

1.22 

1.25 

1.24 

1.30

Discharge.

8.8 

7.5 

6.2 

7.5 

8.0

7.8 

8.0 

7.0 

7.0 

11.3

12.0 

9.2 

10.2 

9.9 

12.0

Day.

16...............

17...............

18...............

19...............

20...............

21...............

22. .L. ..........

 w

24.. ............

9IS 25...............

i:::::::::::::::

28...............

29...............

30

si

August.

height.

1.05 

1.04 

« 1.09

1.18

1.14 

1.05 

1.15 

1.18 

1.14 

1.16

Discharge.

5.2 

5.0

5.8 

.0

8.0

7.0 

5.2

7.2 

8.0 

7.0

7.5

6.0

September.

A

1.28 

1.22 

1.22

Discharge.

11.3 

9.2 

9.2

9.0

a Estimated. 

CASCADE DITCH.

The Cascade ditch was built in 1906. It diverts water from Taylor 

Creek about 7 miles above its mouth and 110 feet lower than the North 

Star ditch. For the first quarter of a mile the ditch lies on the left 

bank of the creek; it then crosses to the right bank in a flume about 60 

feet long, and extends within half a mile of the mouth of Taylor Creek, 

having a total length of 6J miles. The flow of the ditch was very 

irregular during 1907, on account of breaks, repairs, and interruption 

of work at the mine. The water was used to run a hydraulic elevator 

in the bed of Taylor Creek. The water supply of the ditch was 

insufficient for this purpose during the first two weeks of August, 

and the pit was flooded on account of insufficient wasteway capacity 

most of the time after August 20.

A list of measurements of the discharge of the ditch is given on 

page 221.

MISCELLANEOUS MEASUREMENTS.

The following pages contain a list of miscellaneous measurements 

made in the Kougarok River drainage basin:
220 SUBFACE WATEE SUPPLY OF SEWARD PENINSULA.

Miscellaneous measurements in Kougarok River basin from 1907 to 1909.

Date.

July 27,1907 

Aug. 12,1907

Sept. 9,1907

July 26,1907 

July 29,1907

Aug. 10,1907

July 24,1909

July 25,1908

Aug. 12,1907

Sept. 9,1907

July 27,1907

Sept. 9,1907

Aug. 19,1907

Aug. 22,1907

Sept. 11,1907

June 27,1908

Aug. 22,1907 

Sept. 6,1907

July 17,1907

July 24,1907

Aug. 10,1907

Sept. 13, 1907

Aug. 30,1909

July 17,1907 

July 26,1907

July 29,1907

Aug. 10,1907

July 24,1909

Aug. 9,1909

Aug. 10,1909

July 16,1907

Aug. 20,1907

Sept. 12, 1907

July 21,1907

Aug. 26,1907

Sept. 6,1907

Aug. 29,1907

Do.......

Sept. 8,1907

July 21,1907

July 30,1907

Aug. 8,1907

Aug. 12,1907

July 22,1907

Aug. 15,1907

Aug. 27,1907

Sept. 7,1907

Aug. 30,1909

July 22,1907

June 20,1909

July 5, 1908

July 13,1907

July 31,1907

Aug. 8,1907

June 25,1908

June 29,1908 

July 24,1908 

June 19,1909

July 26,1909

Sept. 2,1909 

July 12,1907

Stream.

Kougarok River. . . 

.....do............

.....do.............

.....do............. 

.....do............

.....do.............

.....do.............

.....do.............

.....do............

.....do............

Macklin Creek. ....

.....do.............

.....do.............

.....do.............

Homestake Creek.. 

.....do.............

Taylor Creek......

.....do.............

.....do.............

.....do.............

.....do............

.....do............. 

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do............

Lillian Creek......

.....do............

.....do.............

.....do........ ....

.....do.............

California Creek . . .

Arizona Creek ....

.....do.............

.....do.............

....do.............

....do.............

North Fork.......

.....do............

....do.............

....do.............

....do............

Eureka Creek. ....

Windy Creek......

....do.............

....do.............

....do............

....do............ 

....do.............

....do.............

....do.............

....do.............

Tributary to 

Kuzitrin Kiver... 

.....do...........

.....do...........

.....do........... 

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do........... 

.....do...........

.....do. ........

^

.....do...........

.....do...........

.....do...........

.....do...........

.....do........... 

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

.....do...........

....do...........

.....do...........

....do...........

....do...........

....do...........

....do...........

.....do...........

....do...........

....do...........

....do........... 

....do........... 

....do..'.........

....do...........

....do........... 

....do...........

Locality.

Below Washington 

Creek. 

.....do..............

.....do..............

Above Taylor Creek.

.....do..............

.....do..............

Creek.

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

Near mouth, including ditch.

At North Star ditch

intake. 

.....do..............

.....do..............

.....do..............

siphon, including 

ditch. 

At mouth, including 

ditches. 

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

ditch. 

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

ing ditch.

....do..............

Below junction of

French - Alder 

Creek. 

....do..............

....do..............

....do..............

....do..............

ing ditch.

Gulch, including 

ditch. 

.....do..............

....do..............

....do..............

....do..............

....do.............. 

....do..............

....do..............

....do..............

Gulch.

Elevation.

Feet. 

860

860

860

433 

433

433

433

341

860

860

670

670

610

610

610

610

440 

440

700

700

700

700

480

433

433

433

433

433

433

433

670

670

670

4ftfl

400

400

390

400

400

540

540

540

540 ^n

370

370

Discharge.

Sec.-ft. 

4.5

2.2

122

18.5 

8.0

5.1

4.0

11.3

is

40

1.5

19.0

5.5

18.6

20

3.8

7.0

8.7

12

174

3.8

94

8.5

18.0

4fi

9 6

7.2

2.8

6.6

103

1.0

.6

6.0

.6

1.5

3.0

1.1

3.3

6.2

5.6

3

K

^ A. ** n

2.5

.7

31

17.0

.7

1.0

5.4

1 C

9 n

4.8

3.0

15.2

8.5 

2.1 

20

1.2

1.9 

.5

Drainage 

area.

Sq.mi.

16.7

16.7

16.7

81 

81

81

81

288

6.3

6.3

11.6

11.6

8.9

8.9

8.9

8.9

5.4 

5.4

58

58

58

58

83

90 

90

90

90

90

90

90

6.3

6.3

6.3

3 9

10

10

22

31

31

31

19.8

19.8

19.8

19.8

19.8

11.7

3.1

5.4

27

27

27

27

27 

27 

27

27

27

Discharge 

per 

square 

mile.

Sec.-ft. 

0.27

.13

7.30

.23 

.099

.063

.040

.030

.021

6.35

.13

1.64

.62

2.00

2.25

.43

1.30 

1.61

.21

3.00

.066

1.62

.10

.20 

.51

.11

.080

.031

.073

1.14

.005

.24

AS.

.28

.33

.62

.25

.11

.11

.97

1.26

.035

1.57

.86

.035

.086

1.74

.33

.33

.18

.11

.56

.31 

.078 

.74

.044

.070
AMEEIOAN ETVER DEAINAGE BASIN. 221

Mitcellaneous discharge measurements of ditches in Kougarok River drainage basin from

1907 to 1909.

Date.

Sept. 9,1907

June 27.1908

Do...;..

Sept. 10, 1908

Aug. 19,1907

Do.......

Do.......

Aiitr 1O ion?

Aug. 22,1907

Sept. 6,1907

Aug. 30,1909

Sept. 3,1909

Sept. 15,1909

Aug. 10,1907

Aug. 18,1907

Aug. 21,1907

Aug. 29,1907

Sept. 8,1907

Do.......

Do.......

July 31,1907

Aug. 8,1907

June 26,1908

July 24,1908

July 26,1909

Sept. 2,1909

Ditch.

.....do..................

.....do..................

.....do..................

.....do..................

North Star.. ............

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

Windy Creek...........

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

Diverts from 

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

Windy Creek. ..........

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

Locality.

.....do....................

-....do....................

.....do....................

do ... .........

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

Above Anderson Gulch. . .

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

Discharge.

Sec.-ft. 

12.4

1.9

5.8

8.3

.8

3.0

2.5

3.0

4 1

4.0

3.0

2.3

7.4

4.5

8.7

4.4

5.8

4.5

7.1

1.8

1.8

5.8

7.6

1.2

1.8

1.0

2.1

1.5

1.3

1.0

.4

AMERICAN RIVER DRAINAGE BASIN.

American River, the North. Fork of the Agiapuk, drains a large area 

west of the Kougarok basin. Measurements were made only on 

Budd Creek, the tributary on which the most extensive development 

work has been done.

Budd Creek rises northwest of Kougarok Mountain and flows 

southeastward to the mouth of Eldorado Creek, thence southwestward to American River above the forks. The waters of Budd and 

Eldorado creeks sink into the limestone which forms their beds and 

after flowing from 2 to 4 miles underground appear as springs. 

Windy Creek is a large tributary from the south, on which some 

mining has been done.

In 1907 a ditch was built on the north bank of Budd Creek by the 

Ottumwa Gold Mining Co. It takes its water just below the spring 

and extends to a point below the mouth of Windy Creek, a distance 

of 8 miles. A head of about 160 feet is obtained.

The following measurements were made August 31, when the water 

was at about as low a stage as it reached during the season, as the 

rains began later here than in the Kougarok basin:

Budd Creek below spring, drainage area, 58 square miles; discharge, 25 second-feet. 

Budd Creek below Windy Creek, drainage area, 108 square miles; discharge, 39 

second-feet.
222 SURFACE WATER SUPPLY OF SEWAED PENINSULA. 

SERPENTINE RIVER DRAINAGE BASIN. 

DESOEIPTION.

Serpentine River drains a large area of the Arctic slope of Seward 

Peninsula lying north of the Kougarok and American River basins. 

It rises on the western slope of Midnight Mountain and flows in a 

northwesterly direction for about 45 miles to its mouth, where it 

empties into Shishmaref Inlet, a large, shallow lagoon lying inside of 

the barrier beach that fringes the coast. It receives the waters of 

North and South forks and a number of other small tributaries 

rising in the divide between the Bering Sea and Arctic Ocean drainage basins. The lower portion of the river meanders across the 

broad flats which border the Arctic, and it is probable that the river 

has been named from its tortuous course in this section.

Schlitz Creek with its tributary, Reindeer Creek, forms the true 

head of the river. A ditch about 8 miles long was surveyed by the 

Kougarok Mining & Ditch Co., with which it was proposed to divert 

the flow of these creeks over a divide to the head of Macklin Creek. 

The low-water flow of the streams, however, proved to be so small 

that practically no constructive work was done. Hot Springs Creek 

rises in an area of granite hills north of Midnight Mountain and 

flows westward into the main stream. Bryan Creek rises in the 

divide east of Kougarok Mountain and flows northeastward into the 

Serpentine. Dick Creek, upon which gold has been found in paying 

quantities, is its principal tributary, and enters from the south. A 

ditch built by the Pittsburg-Dick Creek Muring Co. in 1906 and 1907 

to divert the waters of Bryan Creek extends along the north bank of 

Dick Creek for about 6J miles to the mouth of the creek, where a 

head of 170 feet is obtained. Quartz Creek rises west of Kougarok 

Mountain and flows northward to the main river. Bismark Creek 

is a small tributary of Quartz Creek, which rises just east of Kougarok Mountain. In 1907 the Pittsburg-Dick Creek Mining Co. 

began the construction of a ditch to divert the water from this creek 

over the divide to Bryan Creek, where it is picked up by the Bryan 

Creek ditch. This ditch was completed to Bismark Creek in 1908 

and a small amount of construction work was done toward Quartz 

Creek. The Quartz Creek ditch is about 350 feet higher in elevation 

than the Bryan Creek ditch.

As there are no good maps of the Serpentine River basin, drainage 

areas and accurate elevations can not be stated for any of the streams. 

The only gaging station maintained in this basin was on Quartz Creek 

above Bismark Creek during August, 1907.
GOODHOPE RIVER DRAINAGE BASIN. 228

QUARTZ CREEK ABOVE BISMARK CREEK.

A gage was established on Quartz Creek July 28, 1907, about a 

mile below the proposed intake and about the same distance above 

Bismark Creek. This point is some 200 feet lower in elevation than 

the intake, and for this reason probably not more than 75 per cent 

of the discharge at the station is available for the ditch. Most of 

the low-water flow comes from springs, which help to maintain a 

better run-off than on neighboring streams. The low-water flow was 

probably considerably less in 1908 and 1909 than in 1907, when the 

records were obtained.

Gage heights, in feet, and discharge, in second-feet, of Quartz Creek above Bismark Creek

for 1907.

[Observer, S. G. Revelas.]

Date.

Measurements. 

July 19. ..................

July 28.. .................

Aug. 1.. ..................

Aug. 3....................

height.

0.60

an

.61

.60

Discharge.

8.2

9.0

25.0

9.6

9.0

Date.

Gage readings Contd.

Aug. 11...................

Aug. 13...................

Aug. 15...................

Aug. 17...................

A IIP 1Q

Gage 

height.

0.60

.61

.62

.60

.62

.62

.64

.64

Discharge.

9.0

9.6

10.2

9.0

10.2

10.2

11.4

11.4

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Serpentine River drainage basin:

Miscellaneous measurements in Serpentine River drainage basin in 1907.

Date.

Aug. 11

Sept. 4

Aug. 11

Sept. 4

July 19

July 27

July 28

Sept. 2

July 19

July 28

Stream.

Schlitz Creek....... ......

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

Tributary to 

Schlitz Creek. ............

.....do....................

.....do....................

.....do....................

Locality.

.....do.....................

.....do.....................

.....do.....................

.....do.....................

.....do.....................

Discharge.

Sec.-ft. 

0.7

13

1.9

13

4.2

6.0

6.5

15.5

1.7

2.8

GOODHOPE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Goodhope River drains an area of 500 square miles, comprising the 

western part of the Fairhaven mining district, which rises among the 

lava flows a few miles northwest of tmuruk Lake. The main stream
224 SURFACE WATEE SUPPLY OF SEWAKD PENINSULA.

is formed by the junction of Right Fork with Cottonwood Creek and 

flows in a general westerly and northwesterly course to Goodhope 

Bay. Its total length is about 50 miles. Esperanza, Placer, and 

Humboldt creeks, in the western portion of the basin, and Cottonwood Creek and its tributaries, Trail, Divide, and Noyes creeks, from 

the northeast, are the principal confluents. These streams have 

coarse gravel beds, which in places are so loose that almost all the lowwater flow sinks into the gravel. This condition is especially notable 

on Cottonwood Creek just above its junction with Right Fork.

The greater part of the basin embraces an area of interbedded limestone and schist, covered with lava, into which the river has cut a 

comparatively narrow and deep valley with well-defined lava rims 

on either side. Below Placer Creek the valley broadens and merges 

with the flats bordering Kotzebue Sound.

Right Fork occupies a narrow canyon cut in the lava and receives 

water from lava springs, which may derive a part of their supply from 

Imuruk Lake. These springs furnish most of the discharge of the 

river during low stages, and their water, in the form of ice storage or 

"glacier" piled up during the winter, serves to augment the discharge 

considerably until the middle of July each year.

Some gold was found on Esperanza Creek during the summer of 

1908, and prospecting and mining have been carried on in a small 

way since that time. If the returns obtained on Esperanza Creek 

should warrant it, a ditch 12 to 15 miles in length could be built to 

divert water from Right Fork below the springs. Records of flow 

obtained during 1909 indicate that an average of about 15 secondfeet and a minimum of about 9 second-feet was available during the 

low-water period of that year for this purpose. A head of about 180 

feet could be obtained at the mouth of Esperanza Creek for hydraulicking.

A station was maintained on Goodhope River, below Esperanza 

Creek, in 1909.

GOODHOPE RIVER BELOW ESPERANZA CREEK.

This station was established June 24, 1909, at a point about 50 

feet below the mouth of Esperanza Creek and about 4 miles above 

Placer Creek. The data obtained here are valuable as a basis for 

estimating the amount of water available from Right Fork below the 

springs for hydraulic mining on and near Esperanza Creek.

The flat gravel bed of the river at the gaging station afforded good 

measuring sections and remained permanent throughout the period 

that records were kept.

The period of extreme low water occurred during the interval 

between August 20 and the beginning of the freeze-up. The minimum
GOODHOPE' RIVER DRAINAGE BASIN. 225

normal flow was recorded August 26 as 13 second-feet. The minimum flow of 10.4 second-feet for the season, which was registered 

September 13, was probably due in part to the drought and in part 

to the low temperature.

Discharge measurements ofGoodhope River below Esperanza Creek in 1909. 

[Elevation, about 100 feet.]

Date.

June 24. ......................

July 21. ......................

height.

Feet. 

1.18

4(1

Discharge.

Sec.-ft. 

89

24

Date.

July 21. ...... ................

Aug. 26. ........ ..............

Gage 

height.

Feet. 

0.46

.21

Discharge.

Sec.-ft.

27

12.9

Daily gage height, in feet, and discharge, in second-feet, ofGoodhope River below Esperanza Creek for 1909.

[Drainage area, 194 square miles. Observer, Isaac Hatta.]

Day.

1.................... ................

2....................................

3....................................

4....................................

5....................................

6....................................

7.................. ..................

8.... ...............................

9....................................

10....................................

11....................................

12....................................

13....................................

14....................................

15....................................

16....................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

25....................................

26....................................

97

9ft

29....................................

OA

31....................................

Mean. .........................

Mean per square mile ................ 

Run-on, depth in inches on drainJune.

Gape 

height.

1.20 

1.00

1.00 

1.10 

1.20 

1.00 

.85

Discharge.

91 

72

72 

81 

91 

72 

58

76.7 

.395

.10

July.

Gage 

height.

0.90 

.90 

1.00 

.90 

.90

.85 

.95 

.80 

.65 

.85

.85 

.75 

.65 

.60 

.55

.55 

.50 

...55 

.50 

.45

.41 

.40 

.40 

.40 

.39

.37 

.35 

.31 

.30 

.31 

.38

Discharge.

63 

63 

72 

63 

63

58 

68 

54 

41 

58

58 

50 

41 

37 

34

34 

30 

34 

30 

26

24 

23 

23 

23 

22

21 

20 

18.0 

17.5 

18.0 

22

39.0 

.201

.23

August.

Gage 

height.

0.35 

.36 

.30 

.44 

.43

.40 

.31 

.35 

.39 

.52

.55 

.45 

.41 

.39 

.39

.35 

.31

.30 

.30 

.25

.29 

.30 

.29 

.29 

.25

.21 

.25 

.25 

.25 

.23 

.27

Discharge.

20 

21 

17.5 

26 

25

23 

18.0 

20 

22 

31

34 

26 

24 

22 

22

20

18.0 

17.5 

17.5 

15.0

17.0 

17.5 

17.0 

17.0 

15.0

13.0 

15.0 

15.0 

15.0 

14.0 

16.0

19.7 

.102

.12

September.

Gage 

height.

0.23 

.23 

.22 

.21 

.21

.21 

.21 

.20 

.20 

.19

.19 

.18 

.15 

.20 

.25

.30 

.31 

.28 

.25 

.23

.20 

.21 

.21 

.21 

.20

.19

:::::::.

Discharge.

14.0 

14.0 

13.5 

13.0 

13.0

13.0 

13.0 

12.5 

12.5 

12.1

12.1 

11.7 

10.4 

12.5 

15.0

17.5 

18.0 

16.5 

15.0 

14.0

12.5 

13.0 

13.0 

13.0 

12.5

12.1

13.4 

.069

.07

63851° WSP 314 13 15
226 SURFACE WATER SUPPLY OF SEWABD PENINSULA.

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Goodhope River drainage basin:

Miscellaneous measurements in Goodhope River basin in 1909.

Date.

July 21

Aug. 26

July 21

Aug. 26

July 21

Aug. 26

June 24 

July 21

Stream.

Right Fork........

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

Esperanza Creek...

Tributary to 

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

Goodhope River. . .

Locality.

.....do............

.....do............

Creek. 

.....do............

.....do............

.....do............

.....do............

.....do............ 

.....do............

Elevation.

Feet. 

260

260

260

330

330

330

330

330

330

100 

100

Discharge.

Sec.-ft. 

38

18.1

12.4

010.4

o2.3

o.78

4.9

1.74

.27

2.8 

6.25

Drainage 

area.

8q. mi.

80

80

80

38

38

38

10.6

10.6

10.6

20 

20

Discharge 

per 

square 

mile.

See.-ft. 

0.48

.23

.16

.27

.061

.021

.46

.16

.025

.14 

.012

o Cottonwood Creek has considerable underflow through the gravel, so that measurements probably 

give too small discharge. 

6 Discharge estimated.

INMACHTTK RIVER DRAINAGE BASIN. 

DESCRIPTION.

Inmachuk River rises against the head of Trail Creek, a tributary 

of the Goodhope, flows northeastward, and empties into Kotzebue 

Sound at Deering. Its principal tributaries are Hannum Creek, 

from the northwest, and Pinnell River, from the south, each of 

which has a larger drainage area that the main stream above the 

junction. Arizona, Fink, Washington, West, Cue, and Mystic creeks 

are small tributaries below the mouth of Pinnell River.

Hannum Creek occupies a deep and rather narrow valley. Its 

principal tributaries are Cunningham, Milroy, and Collins creeks. 

Pinnell River rises in a broad, flat swamp, or "goose pasture," formed 

by the lava flow. About 6 or 8 miles from its source the river has 

cut down through the lava, forming a deep narrow canyon in which 

it drops 250 to 300 feet in about half a mile. Its principal tributaries 

are Magnet, June, Perry, and Old Glory creeks and Snow Gulch.

A striking feature of Inmachuk Valley is the lava rim which 

extends down the Pinnell from the canyon, following the left side of 

the valley for several miles, then crossing to the the right side and 

extending down the Inmachuk to the coastal plain. It also extends 

up Hannum Creek nearly to its head. Below the canyon the rim is 

in general 300 to 400 feet above the level of the stream.

The basins of Hannum Creek, Old Glory Creek, and Inmachuk 

River below Pinnell River contain placers which have been worked 

since 1900.
INMACHUK RIVER DRAINAGE BASIN. 227

The only well-sustained water supply in this basin available at sufficient elevation for hydraulic mining is that furnished by limestone 

springs yielding 8 or 9 second-feet, the discharge from which enters 

the Inmachuk about 3 miles below its head and about the same distance above the mouth of Hannum Creek. During periods of low 

water the flow of these springs represents the total flow of the river 

above Hannum Creek. A dam was built below them in 1909, and a 

ditch was started for diverting the water but was not completed, owing to a controversy in regard to the ownership of the water right. 

A ditch having its intake on Hannum Creek at the mouth of Cunningham Creek was constructed in 1907. The amount of water available at this point is contributed principally by melting snow, and 

consequently the supply has not been adequate for mining except on 

a small scale. The Fairhaven ditch, which diverts water from Lake 

Imuruk at the head of Kugruk River into the Inmachuk basin, is 

described in detail on pages 235-236.

A gaging station was maintained on Inmachuk River below Logan 

Gulch during the summer of 1909.

INMACHUK RIVER BELOW LOGAN GULCH.

This station was established June 26,1909, at the Fairhaven pipeline crossing about half a mile below Logan Gulch and hah6 a mile 

above Arizona Creek. The records kept during 1909, with the miscellaneous measurements, furnish a basis for a study of run-off in this 

drainage basin during an extremely dry year. Water was wasted 

into Logan Gulch from the lower penstock of ^he Fairhaven ditch, 

varying in amount from 0.5 second-foot to 6 or 8 second-feet. This 

water promoted the thawing of the ground ic4 along the banks of 

Logan Gulch and resulted in a considerable quantity of muck being 

deposited in the river bed. This muck caused sljiftmg of the channel, 

a condition which renders the data only approximate. Readings

were obtained from a gage about 400 feet above

line crossing after August 11. At this point channel conditions were 

much more favorable, so that discharges from tliis date to the end of 

the season are fairly accurate.

The extreme low-water rating is very unsatisfactory because of the 

conditions mentioned, but it is thought that the discharge of 13 second-feet for July 28 is not far from the true miiimum.

the gage at the pipe-
228 SURFACE WATER gUPPLY OF SEWARD PENINSULA.

Discharge measurements of Inmachuk River below Logan Gulch in 1909. 

[Elevation, 130 feet.]

Date.

July 12... ..........

July 19.............

July 23..... ........

Gage height.

Upper 

gage.

Feet. 

1.51 

1.45 

1.30 

1.16 

1.11

Lower 

gage.

Feet. 

2.06 

1.98 

1.90 

1.61 

1.59

Discharge.

8ec.-ft. 

93 

93 

53 

38 

34

Date.

Aug. 8.............

Aug. 10............

Aritr 94.

Gage height.

Upper 

gage.

Feet. 

.94 

.93 

1.21 

ol.23

Lower 

gage.

Feet. 

1.66 

1.61 

2.03

Discharge.

Sec.-ft. 

21 

23 

50 

25

a The upper gage was reset Aug. 11 at the same section with a datum 0.32 foot lower.

Daily gage height, in feet, and discharge, in second-feet, of Inmachuk River below Logan

Gulch for 1909.

[Drainage area, 145 square miles. Observers, employees of Fairhaven Water Co.]

Date.

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....................................

Mean. ......................... 

Mean per square mile .......... 

Run-on, depth in inches on

June.

Gage 

height.

2.06 

1.98 

1.90 

1.90 

1.85

........

Discharge.

93 

93 

82 

80 

74

84.4 

.582

.11

July.

Gage 

height.

1.85 

1.90 

1.85 

1.90 

1.90

1.90 

1.80 

1.70 

2.15 

2.00

1.90 

2.15. 

1.95 

1.80 

1.80

1.70 

1.70 

1.55 

1.59 

1.50

1.50

1.58 

1.60 

1.35 

1.25

1.22 

1.20 

1.10 

1.18 

1.28 

1.38

-- ""-

'discharge.

72 

74 

68 

70 

68

66 

58 

50 

77 

65

56 

70 

56

47 

48

42 

43 

34 

37 

32

31 

34 

34 

22 

18

16

15 

13 

14 

15 

17

43.9 

.303

.35

August.

Gage 

height.

1.45 

1.38 

1.40 

1.40 

1.82

1.68 

1.78 

1.61 

1.80 

2.00

1.48 

1.20 

1.30 

1.25 

1.20

1.20 

1.15 

1.10 

1.10 

1.00

1.10 

1.10 

1.30 

1.23 

1.20

1.10 

1.10 

1.20 

1.10 

1.15 

1.15

........

Discharge.

18 

16 

16 

15 

34

25 

32 

23 

35 

48

44 

24 

30 

27 

24

24 

22 

19 

19 

15

19

19 

30 

26 

24

19 

19 

24 

19 

22 

22

24.2 

.167

10

September.

Gage 

height.

1.15 

1.15 

1.15 

1.15 

1.15

1.15 

1.15 

1.15 

1.20 

1.20

1.15 

1.15 

1.15 

1.20 

1.20

1.15 

1.15 

1.20 

1.15 

1.10

........

Discharge.

22

22 

22 

22 

22

22 

22 

22 

24 

24

22 

22 

22 

24 

24

22 

22 

24 

22 

19

22.4 

.154

.11
KTJGBTJK EIVEE DRAINAGE BASIN. 

MISCELLANEOUS MEASUREMENTS.

229

The following is a list of miscellaneous measurements made in 

the Inmachuk River drainage basin:

Miscellaneous measurements in Inmachuk River basin in 1908 and 1909.

Date.

July 26,1908

Aug. 15,1908 

July 19,1909

Aug. 7, 1909

Aug. 26,1909 

Aug. 8,1909

July 26,1908

Aug. 15,1908 

Aug. 22,1908

Aug. 21,1908

Aug. 8,1909

July 26,1908 

Do.......

Aug. 15,1908

July 19,1909

Aug. 8,1909

Aug. 25, 1909 

July 26,1908

Aug. 15,1908

Julv 19,1909 

Aug. 7,1909

Aug. 25,1909

Stream.

Inmachuk 

River. 

.....do......... 

.....do.........

.....do.........

.....do........ 

.....do.........

.....do.........

.....do......... 

.....do.........

.....do.........

.....do.........

Hannum Creek 

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do.........

.....do......... 

.....do.........

.....do.........

Tributary to 

Kotzebue Sound..

.....do............ 

.....do............

.....do............

.....do............ 

.....do............

.....do............

.....do............ 

.....do............

.....do............

.....do............

Inmachuk River.. 

.....do............

.....do............

.....do............

.....do............

.....do............ 

.....do............

.....do............

.....do............ 

.....do............

.....do............

Locality.

Above Eureka 

Creek. 

.....do............

.....do............

.....do............

.....do............ 

Above Pinnell 

River. 

Below Pinnell

River. 

.....do............ 

.....do............

.....do............

Below M i 1 r o y 

Creek.

.....do............

.....do............

.....do............

.....do............ 

.....do............

.....do............

.....do............ 

.....do............

.....do............

Elevation.

Feet. 

210

210 

210

210

210 

140

140

140 

140

60

60

450 

175

175

175

175

175 

140

140

140 

140

140

Discharge.

Sec.-ft. 

8.5

7.5 

10.9

9.4

8.3 

9.8

19.0

16.4 

14.3

o38

656

1.05 

2.3

2.9

3.5

1.77

2.0 

. 5.2

4.1

6.6 

3.1

3.2

Drainage 

area.

Sq. mi. 

8.6

8.6 

8.6

8.6

8.6 

46

142

142 

142

177

177

16.0 

34

34

34

34

34 

%

96

96 

96

96

Discharge 

per 

square 

mile.

Sec.-ft. 

0.99

.87 

1.27

1.09

.97

.21

.13

.12 

.10

.066 

.068

.085

.10

.052

.059 

.054

.043

.069 

.032

.033

a This includes about 25 second-feet from the Fairhaven ditch. 

6 This includes about 42 second-feet from the Fairhaven ditch.

KUGBUK RIVER DRAINAGE BASIN. 

DESCRIPTION.

Kugruk River rises in Imuruk Lake and flows in a northeasterly 

and northerly direction for about 60 miles, emptying into Kotzebue 

Sound near Deering. Imuruk Lake lies on top of the lava plateau 

that occupies a large area in the central part of Seward Peninsula, 

at an elevation, as near as can be determined from barometer readings, of 960 feet. It has an area of 31 square miles and a drainage 

basin of 102 square miles. Below the lake the river is relatively flat 

for 3 or 4 miles. It then breaks over an escarpment at the edge of 

the lava and flows through a canyon about 2 miles in length which 

has been cut in places 300 feet deep and 1,000 feet wide. The fall in 

the canyon amounts to nearly 250 feet to the mile. At its lower end 

the river is probably at about the level which it occupied before the 

extrusion of the lava flow, nearly 550 feet below the level of the lake. 

The canyon affords a favorable location for a plant to develop electric 

power, for water from the lake can be diverted through the upper end
230 SUBFACE WATEB SUPPLY OF SEWAED PENINSULA,

of the Fairhaven ditch or through a waterway parallel with it for 

about 4£ miles and then through a pipe line to the lower end of the 

canyon, where a pressure of about 500 feet can be obtained.

The principal tributaries of Kugruk River are Lava Creek from the 

south, in the canyon; Holtz, Mna, Montana, Reindeer, and Chicago 

Creeks from the east; and Ruby, Gold Bug, and Wade creeks, the 

last locally known as Burnt River, from the west. Chicago and 

Reindeer creeks are probably the most important of these tributaries, 

having near their mouths coal mines, which have been worked 

extensively. Gold has been found in paying quantities on the 

river only at Discovery claim, just above the mouth of Chicago 

Creek. Some mining has been done on Spruce, Mina, and Chicago 

creeks, but the total production is small.

There is a large body of auriferous ground in the river valley between 

Mina and Chicago creeks which, if the gold is present in fair quantity 

and uniformly distributed, may prove profitable for dredging, as 

there is a large amount of cheap fuel available at the coal mines 

near by.

Spruce timber is found in the northern part of the Kugruk River 

drainage basin, especially along Holtz Creek and some of its tributaries, but it is too far from the mining areas to be of much value.

The upper section of the Fairhaven ditch lies within the Kugruk 

River drainage basin. Data on the flow of the ditch are presented 

on pages 235-239.

The following gaging stations have been maintained in this basin:

Kugruk River below Fairhaven ditch intake, 1909. 

Kugruk River above Reindeer Creek, 1909. 

Chicago Creek at coal mine, 1908.

IMUEUK LAKE.

Imuruk Lake, which has an area of 31 square miles and a drainage 

basin of 102 square miles, is the largest body of fresh water in 

Seward Peninsula. It lies on top of a lava plateau at an elevation of 

960 feet. The drainage basin is relatively flat, as the maximum 

elevation is only about 1,600 feet. A low gap in the divide between 

the lake and the head of Right Fork of Goodhope River rises only a 

few feet above the lake. The Fairhaven ditch takes practically all 

its water from'the lake, and the amount of water available is therefore 

of considerable interest. The inflow can be computed for two periods 

of approximately 12 months each, August 16, 1906, to August 13, 

1907, and October 1, 1907, to September 25, 1908. During the first 

period the water was shut off entirely at the outlet and the water 

level rose 2.17 feet. As there was more water in the lake than was 

needed, the gates were then opened and a large flow allowed to escape 

until about October 1, when the gates were again closed. During
KUGETJK RHTEE DBAINAGE BASIN. 231

the second period the water surface rose 1.53 feet. A considerable 

loss of water occurred during part of June on account of the failure 

of one of the gates, and water was running in the Fairhaven ditch 

from July 1 to September 25. The total outflow is estimated as 

follows:

June, 10 days, 75 second-feet.

July 1-20,12.5 second-feet.

July 21 to September 25, 30 second-feet.

From these data the total run-off of the drainage area for these 

periods has been computed.

Water supply available from Imuruk Lake, 1906-1908. 

[Elevation, 960 feet; drainage area, 102 square miles.]

.............................feet..

........................ .acre-feet. .

............................do....

............................do....

............................do....

Aug. 16, 

1906, to 

Aug. 13, 

1907.

2.17

43,100

0

43,100

60

217

7.9

Oct. 1,

1907, to 

Sept. 25, 

1908.

1.53

30,400

6,400

36,800

51

186

6.8

NOTE. These values differ somewhat from those previously published because the area of both the 

lake and the drainage basin have been revised in accordance with more accurate measurements,

A gage was established at the outlet of the lake July 19, 1909, and 

readings were obtained for about two months in connection with the 

record of outflow in the ditch and river.

These records show a fall of 0.85 foot in the lake surface during 64 

days. The outflow during the period was 6,130 acre-feet, enough 

to have raised the lake 0.31 foot. This leaves a depth of 0.54 foot 

(6.5 inches) to be accounted for by evaporation and by leakage 

through the lava.

Daily gage height, in feet, of Imuruk Lake near outlet for 1909.

Day.

1..... .......

2............

3............

4............

5............

6............

7............

8............

9............

10............

July. Aug.

3.05

3.1

3.2

3.05

3.1

2.9

2.9

2.9

2.7

2 9

Sept.

2.6

2.6

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

Day.

11............

12............

13............

14............

15............

16............

17............

18............

19............

20............

July.

3.15

3.2

Aug.

2.8

2.8

2.7

2.7

2.8

2.8

2.8

2.8

2.8

2.8

Sept.

2.3

2.3

2.3

2.3

2.3

2.5

2

O

2.3

2.3

2.3

Day.

21............

22............

23............

24............

25............

26............

97

28............

29............ Qfi

31............

July.

3.1

3.25

3.1

3.1

3.2

3.4

O I

3.2

3.05

Q O

3.1

Aug.

2.7

2.8

2.6

2.6

2.6

2.6

9 fi

9 ft

2.6

9 fi

2.6

Sept.

NOTE. The gage heights fluctuated somewhat on account of changes in the direction and velocity of the 

wind.
232 SURFACE WATEE SUPPLY OP SEWABD PENINSULA.

KUGRUK RIVEK BELOW FAIRHAVEN DITCH INTAKE.

A station was established about 50 feet below the diversion dam 

of the Fairhaven ditch July 14, 1909, for the purpose of determining 

the leakage under the dam and the waste from overflow of flashboards. On account of the roughness of the stream bed an accurate 

rating for the small amount of water lost in this way was not possible, 

but the rating obtained is sufficiently accurate to be used for determining the total run-off from the lake during the season.

Discharge measurements of Kugruk River below Fairhaven ditch intake in 1909.

[Elevation, 960 feet.]

Date.

July 14................................................................... '...........

Do................................................................................

Do................................................................................

Gage 

height.

Feet. 

1.71

1.38

Discharge.

Sec. ft. 

65.4

38.6

1.0

Daily gage height, in feet, and discharge, in second-feet, of Kugruk River below Fairhaven

ditch intake for 1909. 

[Observer, Max Sinkspiel.]

Day.

1..........

2..........

3..........

4.......... 

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

July.

I 

1

0.42 

.42

CD 

1

fi

......

1.0 

1.0

August.

8

s

<D

o

0.60 

.65 

.65 

.70 

.70

.70 

.70 

.70 

.42 

.42

.42 

.42 

.42 

.42 

.42

<D

I 

fi

3.7 

4.7 

4.7

5.7 

5.7

5.7 

5.7 

5.7 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

September.

i

3

1 

o

0.42 

.42 

.42 

.42 

.45

.45

.42 

.42

.42 

.42

.42 

.42 

.42 

.42 

.42

0

1.0 

1.0 

1.0 

1.0 

1.4

1.4 

1.0 

1.0 

1.0 

1.0

1.0 

1.0 

1.0 

1.0 

1.0

Day.

16..........

17..........

18..........

19.......... 

20..........

21..........

22..........

23..........

24.......... 

25..........

26..........

27..........

28..........

29..........

on

31.......... 

Mean..

July.

'<3

a

1 

o

0.42 

.42 

.45 

.45 

.45

.50 

.50

.42

.42 

.45

.45

.50 

.50 

.50

.60

.60

d

.23

fi

1.0 

1.0 

1.4 

1.4 

1.4

2.0 

2.0

1.0

1.0 

1.4

1.4

2.0 

2.0 

2.0

3.7

3.7

1.69

August.

i I

CD 

If

o

0.42 

.42 

.42

.42 

.42

.42 

.42

.45

.45 

.45

.48

.45 

.45 

.45

.45

.45

<D

ft

1.0 

1.0 

1.0 

1.0 

1.0

1.0 

1.0

1.4

1.4 

1.4

1.8

1.4 

1.4 

1.4

1.4

1.4

2.21

September.

3

1?

a

o

0.42 

.42 

.42 

.42 

.42

 ""

......

1

5

1.0 

1.0 

1.0 

1.0 

1.0

......

......

1.04

KUGRUK RIVER ABOVE REINDEER CREEK.

This station was established June 28, 1909, at the upper coal mine, 

about half a mile above the mouth of Reindeer Creek, to obtain data 

in regard to range of stage and run-off during the summer months. 

The discharge comes almost entirely from the area below the outlet 

of Imuruk Lake, except for short periods when water was wasted 

from the dam at the lake outlet or from the Fairhaven ditch between 

the intake and camp 2 upper section. The channel shifted slightly 

during August, but sufficient measurements were obtained to render 

the results good.
KUGBTJK RIVER DEAINAGE BASIN. 233

A minimum normal flow of 29 second-feet occurred during the 

later part of August and in September before the freeze-up. It is 

estimated that 18 to 19 second-feet of this amount was supplied from 

the springs in the canyon. Records at this point are directly comparable with the measurements made in 1908 above Chicago Creek, 

as the discharge of Reindeer Creek is negligible.

Discharge measurements of Kugruk River above Reindeer Creek in 1909.

Date.

June 28. ......................

July 10. ......................

July 24. ......................

Aug. 1.. ......................

Gage

height.

Feet. 

1.21

.91

.56

.52

Discharge.

8ec.-ft. 

182

117

46

37

Date.

Aug. 11.......................

Do........................

Aug. 23.......................

Gage 

height.

Feet. 

0.54

.52

.56

Discharge.

Sec.-ft. 

56

49

55

Daily gage height, in feet, and discharge, in second-feet, of Kugruk River above Reindeer

Creek for 1909. 

[Drainage area, 454 square miles." Observer, George Wallin.J

Day.

1.....................................................

2.....................................................

3.....................................................

4.....................................................

5.....................................................

6.....................................................

7.............t.......................................

8.....................................................

9.....................................................

10.....................................................

U............ .........................................

12.....................................................

13.....................................................

14.....................................................

15.....................................................

16.....................................................

17.....................................................

18.....................................................

19.....................................................

20.....................................................

21.....................................................

22.....................................................

23.....................................................

24.....................................................

25.....................................................

26.....................................................

27.....................................................

28.....................................................

29.....................................................

30.....................................................

31.....................................................

Flow fromlmuruk Lake 6............................

Mean natural flow of drainage area below Imuruk Lake .

July.

Gage 

height.

1.10 

.90 

.90 

.90 

.90

.80 

.90 

.90 

.80 

.91

.90 

.90 

.90 

.80 

.80

.80

.80 

.70 

.70 

.60

.60 

.60 

.53 

.56 

.70

.60 

.60 

.50 

.60 

.50 

.60

........

Discharge.

158 

114 

114 

114 

114

93 

114 

114 

93 

116

114 

114 

114 

93 

93

93 

93 

73 

73 

53

53 

34 

40 

45 

73

53 

53 

34 

34 

34 

34

82.1

5.1

77.0 

.170

.20

August.

Gage 

height.

0.52 

.50 

.60 

.60 

.60

.60 

.60 

.50 

.50 

.60

.52 

.52 

.60 

.60 

.60

.50 

.50 

.70 

.80 

.80

.70 

.65 

.56 

.50 

.50

.50 

.40 

.40 

.40 

.50 

.50

........

Discharge.

38 

34 

53 

56 

59

62 

65 

46 

46 

65

50 

50 

46 

46 

46

46 

46 

85 

105 

105

85 

75 

57 

46 

46

46 

29 

29 

29 

46 

46

14.5

39.8 

.088

.10

September.

Gage 

height.

0.50 

.50 

.50 

.60 

.50

.40 

.40 

.40 

.40 

.40

.40 

.40 

.40 

.40 

.50

.50 

.40 

.40 

.40 

.40

.40 

.40 

.40 

.40 

.40

.32 

.32 

.35 

.30

........

Discharge.

46 

46 

46 

65 

46

29 

29 

29 

29 

29

29 

29 

29 

29

46

46 

29 

29

29 

29

29 

29 

29 

29 

29

19 

19 

23 

17 

16

31.9 

6.0 

25.9 

. .057 

.06

o This area does not include that of Imuruk Lake.

6 The flow from Imuruk Lake finding its way into the river is composed of two parts. The amount 

spilled by the Fairhaven ditch between the intake and camp 2, upper section, and the amount seeping 

under and spilling over the flashboards. The former is estimated by comparing the ditch records at the 

two points and the latter is represented by the records of the river below the intake.

NOTE. The mean discharge for the period June 28-30 was 173 second-feet.
234 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

CHICAGO CREEK AT COAL MINE.

A Cippoletti weir with a 1-foot crest was installed in Chicago Creek 

just above the coal mine and about a mile above the mouth, on 

August 24, 1908, to determine the low-water flow. Records were 

desired of the amount of water available for use in condensers of the 

proposed steam-power plant at the coal mine which was under consideration at that time. Observations were continued until the weir 

was washed out by high water on September 15. The highest discharges recorded are only approximate, as they were greater than the 

weir was adapted to measure, but the low-water record is fairly good.

Daily ga'ge height, infect, and discharge, in second-feet, of Chicago Creek at coal mine for

1908.

[Drainage area, 32 square mites. Observer, C. A. Melbern.]

Day.

1. ..............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

August.

height.

Discharge.

September.

height.

0.22 

.20 

.33 

.60

.60

.70 

.75 

.60 

.42 

.38

.35 

.32 

.30 

.30

Discharge.

0.35 

.30 

.64 

1.56 

1.56

1.97 

2.19 

1.56 

.92 

.79

.70 

.61 

.55 

.55

Day.

19...............

20...............

21...............

22...............

23...............

24............... 

25...............

26...............

27...............

28...............

29...............

30...............

31.. .............

Mean......

Mean per square

Run-off, depth 

in inches on

August.

height.

0.12 

.12

.11

.13

.11

.10

.10

.09

Discharge.

0.14 

.14

.12

.16

.12

.11

.11

.09

.12 

.0037

.001

September.

&

........

1.02 

.032

.02

Discharge.

........

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Kugruk River drainage basin:
KUGRUK BIVEB DRAINAGE BASIN. 235 

Miscellaneous measurements in Kugruk River basin in 1908 and 1909.

Date,

Aug. 17,1908

July 15,1909

Aug. 4, 1909

July 28,1908

Aug. 14,1908

July 28,1908

Aug. 14,1908

Jane 27,1909

July 11,1909

July 23,1909

Aug. 2, 1909

Aug. 11,1909

Aug. 24,1909

Stream.

.....do.............

.....do.............

.....do.............

.....do.............

Wade Creek

(Burnt River).

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

Tributary to 

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

Locality.

canyon.

.....do..........

Chicago Creek.

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

.....do..........

Elevation.

Feet. 

470

470

470

Discharge.

Sec. ft. 

31

36

o34

33

31

1.6

.93

26

12

3.1

1.31

1.44

.72

Drainage 

area.

8q. mi. 

152

152

152

578

578

177

177

177

177

W7

177

177

177

Discharge 

per 

square 

mile.

3ec.-ft.

0.057

.054

.009

.005

.15

.068

.018

.007

.008

.004

a Includes 14 second-(eet from Fairhaven ditch and Lake Imuruk.

FAIRHAVEN DITCH SYSTEM. 

DESCRIPTION.

The Fairhaven ditch is located within two drainage basins, the 

upper section in that of Kugruk River and the lower section in that 

of Inmachuk River, and is therefore described separately. The ditch 

takes its water from Imuruk Lake, which lies at an elevation of 

about 960 feet above sea level. A dam 500 feet long and 5 feet high 

has been built to form a storage reservoir, and this will hold the 

total inflow at the lake for two years if necessary. The ditch is in 

three sections. The upper section, 17 miles long, lies on top of the 

lava and extends from the lake around the head of Wade Creek to 

the divide between Wade Creek and Pinnell River, where the water 

is dropped into a channel emptying into a sink hole in the lava, 

apparently connected by an underground passage with Wade Creek. 

The water is diverted from Wade Creek into Pinnell River by the 

middle section of the ditch, which is about hah* a mile long. The 

distance between the upper and lower ditches is about 6£ miles, and 

the drop is estimated at 140 feet. The lower section of the ditch 

extends from the intake on Pinnell River along the right side of the 

valley to a point a few hundred feet below Logan Gulch, a small 

tributary of the Inmachuk above Arizona Creek, and has a length of 

about 19 miles, making the total length of the ditch 36^ miles.

The ditch has a grade of 4.2 feet to the mile and was built 11 feet 

wide on the bottom. The grade line was located 1 foot below the 

surface of the ground on the lower side and a 4-foot lower bank was 

provided. The removal of 1 or 2 feet of the upper moss and soil 

put the bottom of the ditch into a mixture of ground ice and muck, 

much of which was almost clear ice. This material thawed when
236 SURFACE WATEE SUPPLY OP SEWAED PENINSULA.

the water was turned in, and as a result a large part of the bottom 

of the ditch has settled at least 2 feet and the ditch has widened in 

many places to 15 or 20 feet or more. As the upper bank thawed, 

material was thrown against the lower bank to protect it and to keep 

the water from getting under it. Practically all the upper ditch and 

at least three-fourths of the lower ditch is built in frozen ground of 

this character. These sections have been difficult and expensive 

to maintain and caused considerable interruption in the delivery of 

water during 1909 and 1910. Where the lower ditch is built around 

the steep gulches that carry the eastern tributaries of the Pinnell 

the northerly slopes of the gulches are covered with muck, but the 

southerly slopes are made up of a more solid clay and of decomposed 

mica schist. Along the upper ditch lava bowlders are present in 

the muck from the surface to bedrock, and at a few places the 

material encountered was composed of angular fragments of lava 

with only a little soil between them. Above and below Snow Gulch, 

the lowest tributary of Pinnell River which the ditch crosses, are 

short pieces of rockwork. The rock is much shattered and could 

have been loosened with picks if it had not been frozen. Much 

difficulty was experienced in making the rockwork water tight on 

account of the lack of good sod, as the surface covering is commonly 

decayed moss or peat containing much fibrous matter and little 

earthly material, and will float even though saturated with water, 

so that it is necessary to weight it down with rocks when it is used 

on the bottom of the ditch.

The ditch was built under contract, and construction was begun 

early in 1906. The upper section and more than half of the lower 

section had been built by October 12, when work had to be suspended for the year. The construction was completed in July, 1907, 

and water was run through the ditch for a short time in September 

of the same year. The pressure pipe leading from the penstock 

below Logan Gulch to the mine has a total length of 10,600 feet and 

gives a head of 530 feet on bedrock at the Utica group of claims. 

This head was greater than was found practicable for use, and a 

second penstock was built to reduce it to 330 feet. The following 

gaging stations were maintained during 1909:

Upper section: Fairhaven ditch at intake; Fairhaven ditch at Camp 2. 

Lower section: Fairhaven ditch at Snow Gulch.

FAIRHAVEN DITCH AT INTAKE OF UPPER SECTION.

A gage was established on Fairhaven ditch about 100 feet below 

the diversion dam on Kugruk River on July 14, 1909, and records 

were kept of the amount of water diverted during the remainder of 

'the season. Measuring conditions were good and the channel permanent. One reading a day was obtained. The maximum diversion 

was 61.8 second-feet, near the end of the season.
KUGBUK EIVER DEAINAGE BASIN. 237 

Discharge measurements of Fairhaven ditch at intake of upper section in 1908 and 1909.

Date.

1908. 

July 23. ......................

Aug. 18.......................

1909. 

July 14. ......................

 ».

Feet.

0.83

Discharge.

Sec.-ft. 

12.2

27.2

33

Date.

1909. 

July 15. ......................

July 15. ......................

Gage 

height.

Feet. 

1.02

.62

1.29

Discharge.

Sec.-ft. 

40

23

55

Daily gage Jieight, in feet, and discharge, in second-feet, of Fairhaven ditch at intake of

upper section for 1909. 

[Observer, Max Sinkspiel.]

Day.

1. .........

2..........

3.. ........

5....:.....

6. .........

7..........

8..........

9. .........

10..........

11..........

12..........

13..........

14..........

15..........

July.

height. Gage 

0.83 

.75

Discharge.

31.9 

28.3

August.

height. Gage 

1.00 

1.12 

1.21 

1.29 

1.25

1.25 

1.21 

1.25 

1.00 

1.42

1.25 

1.17 

1.33 

1.33 

1.08

<B 

fc?

ft

40.0 

46.0 

50.6 

54.9 

52.8

52.8 

50.6 

52.8 

40.0 

61.8

52.8 

48.6 

57.0 

57.0 

44.0

September.

height. Gage 

1.21 

1.12 

1.21 

1.21 

1.21

1.21 

1.21 

1.21 

1.21 

1.21

1.17 

1.17 

1.29 

1.21 

1.42

Discharge.

50.6 

46.0 

50.6 

50.6 

52.6

50.6 

50.6 

50.6 

50.6 

50.6

48.6 

48.6 

54.9 

50.6 

61.8

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22.......... 

23.......... 

24..........

25..........

26..........

28.......... 

29..........

30..........

31..........

Mean..

July.

height. Gage 

0.92 

.92 

1.00 

1.08 

1.12

1.12

1.12 

1.08 

.17

.17

"."33"

.79 

1.00

.79

.96

......

Discharge.

36.1 

36.1 

40.0 

44.0 

46.0

46.0

46.0 

44.0 

9.7

9.7

.0 

13.3

30.1 

40.0 

30.1

38.0

31.6

August.

height. Gage 

1.08 

1.12 

1.25 

1.25 

1.17

1.08

1.08 

1.21 

1.21

1.21

1.17 

1.17

1.17 

1.21 

1.21

1.21

......

Discharge.

44.0 

46.0 

52.8 

52.8 

48.6

44.0

44.0 

50.6 

50.6

50.6

48.6 

48.6

48.6 

50.6 

50.6

50.6

49.8

September.

height. Gage 

1.33 

1.21 

1.21 

1.29 

1.29

......

......

<c

.1

Q

57.0 

50.6 

50.6 

54.9 

54.9

......

......

......

51.7

FAIRHAVEN DITCH AT CAMP 2. UPPER SECTION.

This station was established July 13, 1909, opposite Camp 2, about 

4£ miles below the intake. Measuring conditions were good, but 

the bottom of the ditch, which was composed of mud, shifted considerably. Daily discharges for July and August were obtained by 

the indirect method for shifting channels. As no measurements 

were made in September, the gage heights observed during that 

month can not be interpreted in terms of discharge. The maximum 

discharge diverted past the station during the period recorded was 

46.5 second-feet near the end of "August.

Discharge measurements of Fairhaven ditch at Camp 2, upper section, in 1908 and 1909.

Date.

1908. 

July 24.. .....................

1909.

July 13. ......................

Gage 

height.

Feet.

0

7Q

Discharge.

8ec.-ft. 

12.5

30

Date.

1909. 

July 15..... ..................

Gage 

height.

Feet.

O QO

1.02

.98

Discharge.

8ec.-ft. 07

46

43
238 STJBFACE WAIEE SUPPLY OF SEWABD PEITINSULA.

Daily gage height, in feet, and discharge, in second-feet, of Fairhavcn ditch at Camp t,

upper section, for 1909.

[Observer, Max Sinkspiel.)

Day.

1.. .............

2...............

3...............

4...............

5...............

6...............

7.. .............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

July.

height.

0.80 

.79 

.77

Discharge.

30.8 

30.3 

023.3

August.

Gage

1.01 

1.03 

1.05

1.03 

1.02

1.04 

1.04 

1.04 

.92 

1.10

1.02 

1.04 

.94 

1.04 

1.04

Discharge.

43.0 

46.2 

o42.3

46.2 

45.6

46.7 

46.7 

46.7 

« 33. 8 

o35.2

45.6 

46.7 

41.5 

038.0 

«29.2

Day.

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Meto......

July.

heiglt.

0.85 

.85 

.87 

.97 

1.03

1.05 

1.05 

.85 

.14

.30

.68 

.91 

.85 

.93

Discharge.

33.2 

33.2 

34.2 

39.2 

42.3

43.3 

43.3 

«24.8 

7.2 

0

0 

11.8 

26.9 

38.0 

35.0 

39.0

28.2

August.

>%.

0.92 

.50 

.62

.67 

.77 

.92 

.96 

.96

.98 

1.00 

1.00 

1.00 

1.00 

.96

Discharge.

0 

0 

o32.6 

21.8 

27.3

29.7 

o30.3 

42.3 

o37.0 

44.4

45.5 

041.6 

o41.6 

o46.5 

46.5 

«42.5

37.5

a The flow was not continuous throughout the day. Water was turned out above Camp 2 for making 

repairs in the ditch.

FAIRHAVEN DITCH AT SNOW GULCH.

A gage was established and records begun by Robert Horn on June 

14, 1909, at Snow Gulch., near the lowest camp on the lower section 

of the ditch. The gage was located near the waste gate just below 

the gulch. Records at this point show practically the amount of 

water delivered by the ditch at the penstock about 4 miles below. 

The maximum quantity delivered in 1909 was 45.7 second-feet near 

the end of the season.

Discharge measurements of Fairhaven ditch at Snow Gulch, in 1908 and 1909.

Date.

1908. 

July 25... ....................

1909.

Gage 

height.

Feet.

0.74

Discharge.

3ec.-ft. 

12.0

022.7

19.3

Date.

1909. 

July 12. ......................

July 19. ......................

Aug. 2........................

Gage

Feet. 

1.18

1.36

1.51

1.57

Discharge.

See.-ft. 

29.3

35.5

40 4

42.6

a The discharge was less than normal on account of water being turned out for a few hours on Aug. 18,1908.
KUGRUK BIVEE DEAINAGE BASIN. 239

Daily gage height, infect, and discharge, in second-feet, ofFairhaven ditch at Snow Gulch,

for 1909.

[Observer, Robert Horn.]

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....................

Mean..........

June.

height.

0.92

.92 

.71 

.65 

.69 

.83

.71 

.58 

.50 

.38 

.31

.47 

.68 

.79 

.85 

.96

Discharge.

22.8 

0

22.8 

18.8 

17.7 

18.4 

21.0

18.8 

16.4 

15.0 

13.1 

12.0

14.5 

18.2 

20.2 

21.4 

23.7

17.3

My.

Gage 

height.

1.02 

1.01 

.97 

1.07 

1.02

1.06 

1.10 

1.12

1.12

1.10 

1.17 

1.17 

1.19 

1.21

1.08 

1.21 

1.23 

1.34 

1.42

1.48 

1.47 

1.50 

.62 

.48

1.08 

1.35 

1.40

Discharge.

25.1 

24.9 

23.9 

26.4 

25.1

26.2 

27.2 

27.8 

5.0 

27.8

27.2 

29.2 

29.2 

29.7 

30.3

26.7 

30.3 

30.9 

34.5 

37.2

39.3 

39.0 

40.0 

17.2 

13.7

10.0 

3.0 

0 

26.7 

34.8 

36.5

26.0

August.

&,

1.44 

1.50 

1.44 

1.40, 

1.54

1.54 

1.56 

1.55 

1.57 

1.41

1.39 

1.55 

1.56 

1.53 

1.25

.94 

.46 

.29

.75

1.02 

1.12 

1.27 

1.52 

1.54

1.50 

1.54 

1.42 

1.42 

1.54 

1.56

..........

Discharge.

37.9 

40.0 

37.9 

36.5 

41.5

41.5 

42.3 

41.9 

42.7 

36.8

36.2 

41.9 

42.3 

41.1 

31.6

23.2 

14.4 

11.6 

19.5 

0

25.1 

27.8 

32.2 

40.8 

41.5

40.0 

41.5 

37.2 

37.2 

41.5 

42.3

34.4

September.

height.

1.38 

1.42 

1.27 

1.29 

1.50

1.56 

1.58 

1.60 

1.60 

1.48

1.27 

1.62 

1.58 

1.65 

1.56

1.31 

1.46 

1.58 

1.56 

1.54

1.58

Discharge.

35.8 

37.2 

32.2 

32.8 

40.0

42.3 

43.0 

43.8 

43.8 

39.3

32.2 

44.6 

43.0 

45.7 

42.3

33.4 

38.6 

43.0 

42.3 

41.5

43.0

40.0

MISCELLANEOUS MEASUREMENTS.

Measurements were made along the ditch in 1908 to determine the 

discharge and seepage losses. (See p. 268.) In 1909 they were made 

at two points on the lower ditch which were intended for regular stations, but which could not be rated on account of shifting channel 

conditions and insufficient measurements. Miscellaneous measurements made in 1909 are given in the following table:

Miscellaneous measurements of Fairhaven ditch in 1909.

Date.

July 13

Aug. 3

June 26

Point of measurement.

.....do.......................

Discharge.

Sec.-ft. 

29

40

14.5

Date.

July 12

Aug. 6

Aug. 10

Point of measurement. Discharge.

8ec.-ft. 

30

41

17
240 SURFACE WATER SUPPLY OF SEWAED PENINSULA. 

KIWALIK RIVER DRAINAGE BASIN. 

DESCRIPTION.

Kiwalik Kiver, the largest river on the north side of Seward Peninsula, rises in a low ridge which separates the Kiwalik drainage basin 

from that of the Koyuk, flows northward for nearly 70 miles, and 

empties into Spafarief Bay, a southeasterly projection of Kotzebue 

Sound. The river traverses a flat lowland area several miles in 

width for the lower 30 miles of its course, except for a few miles 

above Candle, where the valley narrows to less than half a mile. 

Below Candle the river widens again into a lagoon, covering a large 

area of mud flats, which are exposed at low tide.

The tributaries from the west drain rather narrow basins, roughly 

parallel, and separated by long, low ridges. The principal streams 

from this side are Canoe Creek, Gold Rim, and Glacier, Dome, 

Bonanza, Eldorado, Candle, and Minnehaha creeks. Glacier Creek 

is the largest of these in point of water supply. It rises on the 

easterly slope of Monument Mountain, the highest point in the Fairhaven district, and flows into the Kiwalik about 25 miles from its 

mouth. Limestone springs furnish practically all the low-water 

discharge, and the water from the melting "glacier" which is formed 

below them during the winter materially increases the flow until late 

in July each year.

Gold Run enters the Kiwalik about 2 miles above the mouth of 

Glacier Creek and also derives a part of its discharge from springs, 

which, however, do not give so well sustained a flow as those on 

Glacier Creek. During the summer of 1909 the combined low-water 

flow of these two streams was only about 2.5 second-feet. The other 

streams on this side have an exceedingly small run-off during periods 

of low water. Candle Creek, which has a drainage area of 60 square 

miles at the mouth, frequently reaches a stage of zero flow.

The largest tributaries from the east are Quartz and Hunter creeks, 

which rise in a mountainous mass separating the basin of Kiwalik River 

from that of Buckland River. Quartz Creek, which joins the main 

stream at a point about 6 miles above the mouth of Glacier Creek, 

has a larger drainage area than any other stream flowing into Kiwalik 

River. Its basin is in general hilly and even rough and mountainous 

at its eastern and southern borders. The basin has only a thin surface covering of moss, and as the slopes are steep the water derived 

from rains runs off rather rapidly. This stream flows over a bed of 

loose gravel which probably thaws to a considerable depth during 

the summer, so that there may be an appreciable underflow.

Hunter Creek drains an area north of Quartz Creek, opposite the 

headwaters of Bear Creek, a tributary of Buckland River, and flows 

through a rather narrow, tortuous valley into Kiwalik River, about
KIWALIK EIVEE DRAINAGE BASIN. 241

8 miles below the mouth of Quartz Creek. The drainage basin resembles that of Quartz Creek in a general way, but is not quite so high 

and mountainous. Most of the discharge comes from the small 

tributaries from the south which rise in the high ridge adjoining the 

Quartz Creek drainage basin. Hunter Creek yields a smaller but 

somewhat more uniform flow than Quartz Creek, probably because 

its headwaters are lower and do not receive so many showers during 

the summer.

Lava Creek is a small tributary from the east draining a flat lava 

area north of Hunter Creek. Its run-off is small except during the 

high-water period hi the spring and immediately following a rain.

A belt of spruce timber and willow brush follows the river from a 

point near its head to the mouth of Eldorado Creek and extends up 

Quartz Creek to the forks and along the south side of Gold Run. 

Along the river below Eldorado Creek and in the valley of Hunter 

Creek the spruce is lacking, but willow is abundant and of heavy 

growth.

Owing to the very low grade of the river bed, which probably does 

not average more than 5 feet to the mile except at the headwaters, it 

is impossible to divert water from the river for hydraulicking. A 

ditch was built during 1907 by the Candle-Alaska Hydraulic Gold 

Mining Co. to gather the water from Glacier and Dome creeks and 

carry it to a point near Candle for use hi mining the gold-bearing 

gravels of Candle Creek. During the summers of 1908 and 1909, 

from the later part of July to the end of the season, the water supply 

from Glacier and Dome creeks was insufficient for hydraulicking 

except on a very small scale.

A second ditch line has been surveyed from Quartz and Hunter 

creeks to Candle Creek. It is proposed to divert the water through 

65 miles of ditch and 14,000 feet of pipe line, and to deliver it 303 feet 

above the mouth of Candle Creek. If this ditch is built it will have 

intakes on the forks of Quartz Creek about 2 miles above their junction and will extend along the left side of the valley for about 7 miles. 

It will then cross Quartz Creek in a siphon and continue around the 

ridge between Quartz and Hunter creeks to a point on the left bank 

of Hunter Creek, where it will be joined by a lateral diverting the water 

from Hunter Creek. Another siphon will conduct the water to the 

rght bank of Hunter Creek, whence it will be carried along the east 

side of the Kiwalik Valley by ditch to a point about 3 miles above 

Candle. Here the water will be siphoned across the river and carried 

by ditch around to the left bank of Candle Creek.

Placer-mining operations have been conducted on Candle Creek 

since 1901 and have yielded a large percentage of the total production 

of the Fairhaven precinct. The creek is about 18 miles long and has 

63851° WSP 314 13 16
242 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

been mined for the greater part of its length. The principal producing 

ground up to 1910 lies between Patterson and Jump creeks and 

extends into the third tier of benches on the left side of the valley. 

Gold has also been found in benches on the right side near the m^uth 

of the creek. Operations on Candle Creek have generally been handicapped and often stopped altogether by lack of water. Mining 

operations have also been conducted in a small way on Glacier and 

Gold Run creeks.

Measurements were made and records kept where observers could 

be found during 1908 and 1909 for the purpose of determining the 

amount of water available for the two ditch systems described above.

Stations were maintained as follows:

Kiwalik River below Candle Creek, 1909. 

Quartz Creek below the forks, 1909. 

Glacier Creek at intake, 1908-9. 

Dome Creek at siphon crossing, July, 1909. 

Hunter Creek at proposed intake, 1908-9.

KIWALIK RIVER BELOW CANDLE CREEK.

A gage was set in the river at the end of the main street in the town 

of Candle, about 300 yards below the mouth of Candle Creek, June 29, 

1909. liecords were obtained from this date to the freeze-up.

Ground sluicing on John Bull Hill, just above Candle, during the 

early part of the season caused a large amount of muck to be deposited 

in the river bed, a condition which, in conjunction with the slight 

grade of the river, resulted in so considerable a shift in the channel that 

it was necessary to employ the indirect method of deriving the discharge from the gage heights recorded. Difficulty was also experienced in getting correct gage readings on account of the tide backing 

up into the river at this point. Owing to these unfavorable conditions the results for part of the summer are only approximate, but 

the data are valuable as furnishing an index of the run-off in this 

drainage basin. A minimum normal flow of 36 second-feet for the 

season is recorded for August 3. The low-water flow during the 

latter part of September was caused by the water freezing at the 

heads of the upper tributaries.

Discharge measurements of Kiwalik River below Candle Creek in 1908 and 1909.

[Elevation, 2 feet.]

Date.

1908. 

July 29.... ...................

Aug. 1... .....................

Aug. 13.. .....................

Aug. 25.. .....................

1909.

July 6........................

Gage 

height.

Feet.

1.67

1.56

Discharge.

Sec.-feet. 

33

xq

137

70

126

1S9

Date.

1909. 

July?.....---.-..-...........

JulyS........................

Aug. 14.......................

Aug. 15.. .....................

Aug. 18. .....................

Gage 

height.

Feet.

1.99

2.02

1.23

1 22

1.87

1.72

1.40

1.27

Discharge.

Sec.-feet. 

280

290

52

51

' 209

167

86

57
KIWALIK RIVER DRAINAGE BASIN. £43

Daily gage height, in feet, and discharge, in second-feet, of Kiwalik Rivet bekw

Creek for 1909.

[Drainage area, 800 square miles. Observer, W J. Young.]

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7.........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July

height. Gage 

1.85 

1.90 

1.80 

1.78 

1.60

1.55 

2.04 

1.98 

1.80 

1.71

1.90 

1.86 

1.75 

1.69 

1.70

1.55 

1.53 

1.48 

1.54 

1.49

s

239 

254 

217 

207 

147

130

298 

275 

208 

175

238 

225 

188 

169

172

126

121 

109 

123 

110

August.

height. Gage 

1.13 

1.11 

1.12 

1.13

1.19 

1.20 

1.30 

1.39 

1.22

2.28 

2.40 

2.08 

1.87 

1.72

1.62 

1.52 

1.41 

1.38 

1.37

1 

ft

41 

39

36 

38 °9

47 

48 

63 

80 

51

362 

409 

286 

212 

165

137 

110 

84 

78 

76

September. '

height. Gage 

1.19 

1.19 

1.18 

1.19 

1.19

1.23 

1.24 

1.19 

1.18 

1.18

1.18 

1.26

1.32 

1.21

1.19 

1.23 

1.22 

1.22 

1.21

1 

ft

47 

47 

45 

47 

47

52 

54 

47 

45 

45

45 

57 

62 

67 

50

47 

52 

51 

51 

£3

Day.

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

90

30..........

01

Mean per 

square

Run - off. 

depth in 

inches on 

drain age

July.

s

o

1.30 

1.31

1.25 

1.22

1.23 

1.24 

1.23

1.22 

1.16

ft

68 

67 

62 

56 

51

52 

54 

52 

52 

51 

43

140

.175

.20

August.

height. Gage 

1.30 

1.31 

1.27 

1.21 

1.17

1.18 

1.20 

1.28 

1.23 

1.22 

1.23

Discharge.

63 

65

58 

50 

44

45 

48 

60 

52 

51 

52

96.4

.120

.14

September.

 w 

S 

1

1.10 

1.11 

1.10 

1.00 

.96

.95 

.91 

.90 

.88 

.87

Discharge.

35 

36 

36 

24 

21

20

17 

16 

15 

14

41.4 

.052

.06

NOTE. The mean discharge for the period June 29-30 was 202 second-feet.

QUARTZ CKEEK BELOW THE FOEKS.

This station was established July 6, 1909, about If miles below 

the forks and about 2 miles above the mouth of Deer Creek. The 

discharge obtained from the records here gives the amount of water 

available for the proposed ditch, as there is practically no inflow 

between the station and the proposed intake. The measuring conditions were excellent and there was no shifting of the channel 

during the summer, so that the results obtained are good.

The minimum flow recorded prior to the freeze up was 9.2 secondfeet for the week July 28 to August 3, and this probably represents 

extreme low water for a summer season.

Discharge measurements of Quartz Creek below the forks in 1909. 

[Elevation, 570 feet.]

Date.

July6. .......................

July 27. ......................

Do.......................

height.

Feet. 

2.77

1 79

1.72

Discharge.

Sec.-ft. 

199

H o

12.6

Date.

Aug. 20.......................

Do.......................

Gage 

height.

Feet. 

1.80

1.80

Discharge.

Sec.-ft. 

16.8

16.7
244 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Daily gage height, in feet, and discharge, in second feet, of Quartz Creek below the forks

for 1909.

[Drainage area 56 square miles. Observer, Jack Beltz.]

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

s

.SP

5

2.77

o 

.23 

P

80 

80 

70 

55 

45

o!99 

150 

100 

70 

120

no

100 

85

 re

80

70 

55 

45 

35 

30

August.

a

I 

§>

O

1.62 

1.59 

1.60 

1.70 

1.85

1.77 

1.76 

1.74 

2.03 

2.90

2.40 

2.32

1.93

1.92

1.85 

1.84 

1.83 

1.80

i

1

p

8.8 

8.0 

8.2 

11.4 

19.9

15.2

14.6 

13.6 

36 

242

96 

79 

61 

44 

26

25 

19.9 

19.3 

18.7 

16.8

September.

3

.5P 

1

1.75 

1.73 

1.72 

1.70 

1.69

1.68 

1.67 

1.66 

1.65 

1.65

1.64 

1.64 

1.64 

1.74 

1.80

1.76 

1.77 

1.77 

1.70 

1.64

o

I 

P

14.1 

13.0 

12.5 

11.4 

11.1

10.8 

10.4 

10.1 

9.8 

9.8

9.5 

9.5 

9.5 

13.6 

16.8

14.6 

15.2 

15.2 

11.4 

9.5

Day.

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28.......... 

29..........

30.......... 

31..........

Mean.. 

Mean per 

square 

mile...... 

R ti n - o ff , 

depth in 

inches on 

drainage

July.

I

a;

a

1 

O

1.72 

1.66 

1.65 

1.65 

1.65

P

25 

20

15 

12 

12

12

12.2 

10.1 

9.8 

9.8 

9.8

58.1 

1.04

1.20

August.

I

O

1.79

1.78 

1.78 

1.77

1.76 

1.76 

1.80 

1.80 

1.80 

1.77

o

16.3 

16.0

15.7 

15.7 

15.2

14.6 

14.6

16.8 

16.8 

16.8 

15.2

30.9 

.552

.64

September.

i i

o

1.62

1.65 

1.66 

1.68 

1.66

1.50 

1.45

......

i

sp

8.8 

9.8 

10.1 

10.8 

10.1

6.0 

5.2 

5.0

5.0 

5.0

10.5 

.188

.21

« Measurement was obtained after a heavy rain.

NOTE. Discharges from July 1-26 were estimated with the aid of a hydrograph following the rise and 

fall of Kiwalik River below Candle Creek.

GLACIER CREEK ABOVE INTAKE OF CANDLE DITCH.

A station was established about 100 feet above the intake of the 

Candle ditch July 31, 1908, to determine the amount of water 

available for the ditch. During 1908 channel conditions remained 

constant and good results were obtained, but circumstances combined to make the data obtained during 1909 only approximate. 

Mining and prospecting above the intake caused great changes in 

the stream bed above the intake so that the 1908 gage could not be 

used, and as the water was turned in and out of the ditch alternately 

throughout the season it was difficult to obtain records below the 

intake. Up to about August 1 of each year Glacier Creek has a 

diurnal variation due to the melting of the "glacier." The minimum 

flow in 1908 was 1.7 second-feet, August 16-18 and 19, and the 

minimum of 1909 before the freeze up, was recorded during the later 

part of August and the first of September, when the discharge remained at 1.5 second-feet for some time. The discharge was still 

lower after the stream began to freeze in September.
KIWALIK EWER DRAINAGE BASIN. 245

Discharge measurements of Glacier Creek above intake of Candle ditch in 1908 and 1909.

[Elevation, 409 feet.]

Date.

1908. 

July 31. ......................

Aug. 9.. .............. ........

,36

Feet. 

1.20

1.00

1.03

1.01

Discharge.

Sec.-ft. 

5.8

1.9

2.3

2.0

Date.

19C9. 

July 1. ....... ................

July2. ....... ................

July 28..... ..................

July 29. ......................

Aug. 17.......................

Gage 

height.

Feet. 

1.58

1.50

Discharge.

Sec.-ft.

7.8

5.4

2.7

2.1

1.6

Daily gage height, in feet, and discharge, in second-feet, of Glacier Creek above intake of

Candle ditch for 1908. 

{Drainage area, 10 square miles; observer, C. O. Mason.]

Day.

2..........

3..........

4..........

5..........

6.......... 

7..........

8..........

9.......... 

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

height. Gage 

Q

14.0 

12.0 

10.0 

8.5 

6.9

5.5 

6.2 

6.4 

4.5 

4.4

5.8 

5.1 

4.8 

4.4 

3.6

2.9 

2.9 

2. 9 

2.9 

2.9

August.

Gage height.

1.06 

1.02 

1.02 

1.04 

1.10

1.12 

1.04 

1.02 

1.00 

1.00

.99 

1.01 

1.00 

1.00 

.99

.98 

.99 

.98 

.98 

1.01

6

£?

ft

2.9 

2.2 

2.2 

2.5 

3.5 

4.0 

2.5 

2.2 

1.9 

1.9

1.8 

2.1 

1.9 

1.9 

1.8

1.7 

1.8 

1.7 

1.7 

2.1

September.

Gage height.

1.01 

1.01 

1.02 

1.01 

1.01

1.03 

1.01 

1.01 

1.00 

1.04

1.04 

1.02 

1.02 

1.02 

1.07

1.19 

1.25 

1.28 

1.22 

1.20

Discharge.

2.1 

2.1 

?.2 

2.1 

2.1

2.4 

2.1 

2.1 

1.9 

9.5

2.5 

2.2 

2.2 

2.2 

3.0

5.6 

7.3 

8.2 

6.4 

5.8

Day.

i 21..........

22..........

23..........

24..........

26..........

26..........

O7

28.......... 

29..........

Oft

31..........

Mean per

Run-off, 

depth in 

inches on 

draina g e 

area. .....

July.

Gage height.

1.20

Discharge.

2.5

2.5

2.5

2.5 

2.5

2.0 

2.0

2.0 

2.0

2 A

5.8

4.67

.467

.54

August.

Gage height.

1.00

1.00

1.04

1.02 

1.01

1.00 

1.00

1.00 

1.00

1.01

d 

§

ft

1.9

1.9

2.5

2.2 

2.1

1.9 

1 9

1.9 

1.9 

1 9

2.1

2.15

.215

.25

September.

Gage height. o>

ft

......

3.35 

.335

.25

Daily discharge, in second-feet, of Glacier Creek above intake of Candle ditch for 1909. 

[Drainage area, 10 square miles. Observers, Ed Hansen, Joe Venus, and B. A. Harrison.]

Day.

1. ..............

3...............

4...............

5...............

6............... 

7............... 

8...............

9...............

10...............

11...............

19

13...............

14...............

15...............

16...............

17...............

18...............

19.......'........

20...............

June.

50

60

64

60

60

60 

50 

35

25 

20

36

EO

63

68

63

76

33

«26

39

34

July.

7.0

5.7

3.8

3.0

3.0

2.9 

2.8 

2.9

3.0 

3.3

3.2

3

1

2.9

2.8

2.9

2.8

2.8

2.9

2.8

2.8

Aug.

2.2

2.2

2.2

2.5

3.0

2.4 

2.4 

2.4

3.5 i.O

4.0

3

(\

2.9

2.0

1.8

1.6

1.6

1.5

1.5

1.5

Sept.

1.6

1.6

1.6

1.6

1.6

1.6 

1.5 

1.5

1.5

1.5

1.5

1.5

1.6

1.7

1.8

1.6

1.4

1.4

1.4

1.4

Day.

21...............

23...............

24...............

25...............

26............... 

27...............

29............... 

30............... 

31...............

Run-off, depth

in inches on

drainage area. .

June.

16

16

15

10

8 

11

10 

6

35.3

3.53

3.94

July.

2.7

2.6

2.6

2.4

2.5

2.4 

2.4

62.4 

2.4 

2.3 

2.3

.301

.35

Aug.

1.5

1.5

1.5

1.6

1.5 

1.5

1.5 

1.5 

1.5 

1.5

2.13

.213

.25

Sept.

1.4

1.4

1.4

1.4

1 ^

1-.3 

1.3

1.3 

1.3

1.43

.143

.16

» Snow nearly gone. 6 " Glacier" nearly gone. 

NOTE. Discharges for June are based on float measurements made by H. M. Long and R. S. Dimmick.
246 SURFACE WATER SUPPLY OF SEWARD PENINSULA,

DOME CREEK AT SIPHON CROSSING.

A gage was set about 25 feet below the siphon crossing on Dome 

Creek, July 1, 1909, for determining the amount of water which could 

be delivered into the Dome Creek lateral at the intake, about 3 miles 

above. Measurements at the two points seem to indicate that there 

is little or no inflow between the intake and the siphon crossing during 

periods of low water. It was not possible to obtain gage heights 

except during July. The discharge of 0.5 second-feet at the end of 

July was probably as low as any during the season.

Discharge measurements of Dome Creek at siphon crossing, in 1908 and 1909. 

[Elevation, 230 feet.J

Date.

1908. 

July 31. ......................

Aug. 9........................

Al1(T 11

Sept. 6.......................

Gage 

height.

Feet.

Discharge.

Sec. feet. 

0.69

.54

.43

1.72

1.88

Date.

1909. 

July 1....... .................

July 29. ......................

Aug. 16.......................

height.

Feet. 

0.78

.48

.48

Discharge.

Sec. feet. 

4.2

.55

.48

Daily gage height, in feet, and discharge, in second-feet, of Dome Creek at siphon crossing,

for July, 1909.

[Drainage area, 16 square miles. Observer, H. M. Long.]

Day.

1. ...........................

2............................

3............................

4............................

5............................

7............................

8............................

9............................

10............................

11............................

12............................

13............................

14............................

15............................

16............................

17............................

18............................

19............................

20............................

Gage 

height.

0.78

.79

.75

.70

.65

.52

.52

.51

Discharge.

4.2

4.4

3.6

2.9

2.8

9 7

2.6

2.5

2.3

2.2

1.7

1.7

1.5

1.3

.7

.7

.7

.7

Day.

21............................

22............................

23............................

24............................ 9>;

26............................

27............................

28............................

29............................

30............................

31............................

Gage 

height.

0.50

.50

.50

.49

.49

.48

.47

Discharge.

0.6

.6

.6

.6

.6

.6

.5

.5

.5

.5

.5

1.30

.081

.09

HUNTER CREEK NEAR DITCH INTAKE.

A station was established on Hunter Creek just above the mouth of 

Spruce Creek, which enters the main stream about 2 miles below the 

proposed ditch intake, on August 14, 1908, and gage readings were 

obtained for a portion of August and September. On July 5, 1909,
KIWALIK BIVEB DBAINAGE BASIN. 247

the station was reestablished about one-fourth mile below the intake. 

The results obtained show the amount of water available for the 

proposed ditch from Hunter Creek to Candle Creek. The channel 

was permanent and the measuring conditions were good. Considerable water flows under the gravel on the lower part of the creek, 

but it is thought that the underflow is not appreciable at the station, 

so that the discharge obtained represents the total amount that can 

be diverted at the ditch intake.

The low-water period for 1908 probably came before the station 

was established. The mean minimum flow recorded for one week 

was 2.9 second-feet from July 28 to August 3, 1909. The absolute 

minimum recorded was 2.5 second-feet August I and 2, 1909, but a 

lower stage was probably reached near the end of September.

Discharge measurements of Hunter Creek near ditch intake, in 1908 and 1909. 

[Elevation, 500 feet.]

Date.

1908.

Aug. 6. .......................

Aug. 6........................

Aug. 26.. .....................

Aug. 27. ......................

Sept. 1. ......................

Gage 

height.

Feet. 

0.60

.60

.88

.88

.65

.64

.72

Discharge.

Sec.-fi 

6.5

6.7

16.7

17.8

7.3

7.4

10.3

Date.

1909. 

Julys........................

JuiyS........................

July 27.......................

July 27. ......................

Aug. 19.......................

Gage 

height.

Feet. 

1.13

1.15

.82

.82

.82

Discharge.

Sec.jt. 

12.2

15.1

3.6

3.6

3.4

Daily gage height, in feet, and discharge, in second-feet, of Hunter Creek near ditch intake,

for 1908.

[Drainage area, 37 square miles. Observer, F. Riley.]

Day.

1. ..............

2...............

3...............

4...............

5...............

6...............

7................

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

August.

Gage 

height

0.62 

.80

.88 

.85 

.72 

.75

.68

.62 

.58 

.60 

.58 

.58

Discharge.

8.0 

8.0 

7.0 

7.0 

13.0

17.4 

15. 1

9.8 

11.0 

9.0

8.0 

8.0 

7.0 

7.0

8.5

7.0 

6.1 

6.5 

6.1 

6.1

September.

Gage 

height.

0.70 

.71 

.80 

.85 

.82

.81 

.72 

.70 

.65 

.61

.61 

.61 

.60 

.61 

.61

.85 

.95 

1.02 

.91 

.80

Discharge.

9.0 

9.4 

13.0 

15.8 

14.1

13.6

9.8 

9.0

7.8 

6.8

6.8 

6.8 

6.5 

6.8 

6.8

15.8 

21.8 

26.6 

19.1 

13.0

Day.

21...............

22...............

24...............

25...............

26............... OP-F

28...............

29...............

30...............

31...............

Mean per square

Run-off, depth 

in inches on

August.

height.

0.58 

.58 

.60 

.62 

.62

.68 

.62 

.60 

.00 

.CO 

.61

Discharga

6.1 

6.1

6.5 

7.0 

7.0

8.5 

7.0 

6.5 

6.5

6.5 

6.8

8.1

.22

.25

September.

Gage 

height

Discharge.

11.9 

.32

.24
248 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Daily gage height, infect, and discharge, in second-feet, of Hunter Creek near ditch intake,

far 1909. 

[Drainage area, 32 square miles. Observer, James Flood.]

Day.

*

1. .........

2..........

3..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

July.

+»

f

a

o

I

1.12

1.12 

1.09 

1.10 

1.20 

1.15

1.10 

1.08 

1.04 

1.00

.98

.95 

.92 

.92 

.90

.88

o

o

14.0 

14 0 

13.0 

13.0 

12.9

12.9 

11.6 

12.0 

16.6 

14.3

12.0 

11.2 

9.7 ai

7.5

6.6 

5.8 

6.8 

6.2 

4.8

August.

3 

o

a 75

.75

.78 

.91

rg

.92 

.89 

.86 

1.06 

1.24

1.14 

1.06 

1.01 

.96 

.94

.90 

.90

.86 

.82 

.82

1

J

P

2.5 

2.5 

2.9

5.5 

7.5

5.8 

5.0 

4.4 

Itt 4

ia 7

13.8 

10.4

as

6.9 

6.4

5.2 

5.2 

4.4 

3.6 

3.6

September.

i

a

o

......

......

p

3.3 

3.3 

3.0 

3.0 

3.0

2.8 

2.8 

2.8 

2.6 

2.6

2.5 

2.4 

2.6 

3.6 

4.2

3.7 

3.6 

3.5 

3.2

2.8

Day.

21..........

22.......... 

23..........

24..........

25.......... 

26..........

27..........

28..........

29.......... 

30..........

31..........

Mean per 

s qu are 

mile...... 

Run-off, 

depth in 

inches on 

drainage 

area......

July.

i a

o

ass

.82 

.92

.88 

.85

.81 

.82 

,80 

.80 

.80 

.78

......

5

4.2 

3.6

5.8

4.8 

4.2

3.4 

3.6 

3.2 

3.2 

3.2 

2.9

8.16

.255 

.29

August.

3

0.82

ei 

P

3.6 

3.5 

3.5

3.2 

3.0 

32

. . la. 2

......

3.3

3.5

3.5 

3.3

5.48

.171 

.20

September.

8 .a

o

......

Q

2.6 

2,4 

2.4 

2.4 

2.2

2.0 

1.8 

1.6 

1.6 

1.6

2.73 

.085

.09

NOTE. Discharges from August 22 to September 30 are estimated with the aid of a hydrograph following 

the rise and fall of Quartz Creek.

MISCELLANEOUS MEASUREMENTS.

The following is a list of miscellaneous measurements made in the 

Kiwalik River drainage basin.

Miscellaneous measurements in Kiwalik River basin in 1908 and 1909.

Date.

Aug. 27,1908

Aug. 30,1908 

Aug. 27,1908

Aug. 30,1908 

Aug. 27,1908 

Aug. 10,1908

Sept. 4,1908 

July 2,1909 

July 28,1909 

Aug. 16,1909 

Aug. 10,1908

Sept. 24,1908 

July 2,1909

Sept. 5,1908 

July 29,1909 

June 30,1909

Aug. 12,1908

July 29,1908

Aug. 13,1908 

Aug. 25,1908 

Sept. 9,1908 

June 29,1909 

July 6,1909

July 8,1909 

July 10,1909 

July 30,1909 

Aug. 14,1909

Stream.

North Fork of 

Quartz Creek. 

.....do........... 

South Fork of 

Quartz Creek. 

.....do........... 

Deer Creek... <.. 

Gold Run. ......

.....do........... 

.....do........... 

.....do........... 

.....do...........

.....do........... 

.....do...........

Dome Creek..... 

.....do...........

.....do........... 

.....do...........

.....do........... 

.....do...........

.....do...........

.....do........... 

.....do........... 

.....do........... 

.. ...do.. .........

Tributary to 

Kiwalik River....

.....do............ 

.....do............

.....do............ 

Quartz Creek......

.....do............ 

.....do............ 

.....do............ 

.....do............

.....do............ 

.....do............

Kiwalik River.... 

.....do............ 

.....do............

.....do............ 

.....do............ 

.....do............ 

.....do............ 

.....do............

.....do............ 

.....do............ 

.....do............ 

.....do............

Locality.

Proposed ditch 

intake. 

.....do.......... 

.....do..........

.....do..........

Near mouth.....

intake. 

.....do.......... 

.....do.......... 

.....do.......... 

.....do..........

ditch intake. 

.....do.......... 

.....do..........

At ditch in take.. 

.....do..........

ing.

.....do.......... 

.....do..........

.....do.......... 

.....do.......... 

.....do..........

.....da.. ........ 

.....do.......... 

.....do.......... 

.....do..........

Elevation.

Feet. 

590

590

580

580 

550 

430

430 

430 

430 

430

........

383 

383

2

2 

2 

2 

2 

2

2 

2 

2 

2

Discharge.

8ec.-ft. 

13.4

8.7 

13.1

8.6 

6.1 

1.43

1.90 

3.20 

1.04 

1.20 

.20

.30

.47

2.4 

.39 

2.4

.07

.0

.50 

2.6 

1.71 

6.3

.72

.86 

7.2 

.0 

.30

Drainage 

area.

Sg. mi. 

21

21 

26

26 

8.7 

9.0

9.0 

9.0 

9.0 

 9.0 

4.0

4.0 

4.0

9.0 

9.0

60

60 

60 

60 

60 

60

60 

60 

60 

60

Discharga 

per 

square 

mile.

See.-ft. 

0.64

.41 

.50

.33 

.70 

.16

.21 

.36 

.12 

.13 

.050

.075 

.12

.27 

.043

.00

.008 

.043 

.028 

.105 

.012

.014 

.12 

.00 

.006
WATEB POWEES. < 249 

BEAR CHEEK DRAINAGE BASIN. 

DESCRIPTION.

Bear Creek rises opposite the headwaters of Quartz and Hunter 

creeks and flows southeastward for about 20 miles into West Fork 

of Buckland River. Its principal tributaries are Eagle, Polar, Split, 

Bob, and Cub creeks from the west, and May, Camp, and Sheridan 

creeks from the east. Placers are being developed at several places 

in the basin. The Bear Creek ditch has its intake just below the 

mouth of May Creek and extends along the right bank nearly to Split 

Creek, diverting water from Eagle and Polar creeks.

MISCELLANEOUS MEASUREMENTS.

Miscellaneous measurements were made in 1908 of Bear, Eagle, and 

Polar creeks at the ditch intake and of the other principal streams 

near their mouths.

Miscellaneous measurements in Bear Creek drainage basin, 1908.

Date.

Aug. 28

Aug. 31

Aug. 29

Aug. 28

Aug. 31

Aug. 5

Stream and locality.

.....do.......................

.....do.......................

.....do.......................

Polar Creek at intake. .......

Discharge.

Sec.-ft. 

1.6

.5

19.2

1.2

1.2

2.9

Date.

Ancr 9fi

Aug. 31

Aug. 28

Aug. 31

Aug. 29

Do...

Stream and locality.

.....do........................

.....do........................

Discharge.

Sec.-ft. 

2.1

2.3

16.0

4.0

3.3

5.9

12.3

WATER POWER.

By F. F. HENSHAW. 

GENERAL CONDITIONS.

None of the many localities in Seward Peninsula where waterpower developments are possible have yet been utilized. In the past 

the high price of fuel, and consequently of power, has directed attention to several power sites, but up to 1910 little was accomplished at 

any of these beyond surveys and stream measurements. The promoters of these enterprises have probably not been too hesitant 

about entering upon power development which would call for a large 

investment, with a market for the product as yet both limited and 

uncertain. It has been estimated by Mr. Brooks (p. 296) that the 

total horsepower of all the dredges of the peninsula in 1910 was 2,500, 

and it is probable that all other uses of power will require less than 

1,000 horsepower. In this estimate the water power used in hydraulic 

mining and hydraulic elevators is, of course, not taken into account.
250 SURFACE WATEB SUPPLY OP 6EWABD PENINSULA.

One of the largest power plants on the peninsula is that of the electric-light plant at Nome, which is run by steam, consuming coal. In 

the past considerable power was used in connection with underground 

mining in the vicinity of Nome, each mine generating its own power 

(pp. 298-299) with coal, gasoline, or fuel oil. These mines also used a 

large amount of steam for thawing the ground; indeed, the amount of 

fuel required for this purpose is usually much greater than that needed 

for hoisting the gravel. The amount of power used in underground 

mining has varied widely from year to year and of late has declined 

very considerably. The dredges are the greatest power users at 

present and promise a still greater field for the future, for each dredge 

requires from 150 to 250 horsepower to run its bucket chain, pumps, 

and lines. (See pp. 292-297.)

Coal for these operations cost in 1909 from $18 to $25 or $30 a ton, 

delivered at the dredge, but fuel oil is cheaper per heat unit. It is 

probable that the cost per horsepower used on the dredge will average 

close to $100 for the season, making an aggregate expenditure of some 

$250,000 a year for power.

It should also be noted that practically all the power is used within 

10 miles of the Bering Sea coast, which is the zone of comparatively 

cheap fuel. Moreover, fuel oil is getting cheaper every year, and 

hence there is likely to be strong competition between steam plants 

and water-power plants. If the production of California oil continues to increase, it is quite possible that fuel oil may be landed at 

Nome at $2, or even as low as $1 a barrel. T. M. Gibson * has recently 

expressed the opinion that a fuel-oil plant at Nome could furnish 

power at a cost of $7.50 per horsepower month. It is doubtful whether 

a hydroelectric plant at any of the most favorable sites in the peninsula could compete with this rate.

In the central part of the peninsula imported fuels will always be 

much higher than on the coast, and here the commercial possibilities 

of water-power development are better. There is, however, another 

possible source of comparatively cheap power in the lignite deposits 

of the Chicago Creek coal field. A plant located at the coal mine 

might be able to furnish power in competition with a hydroelectric 

plant, which, moreover, would at certain times in the year be at a 

disadvantage with a steam plant. Ditches furnishing water for 

hydraulic mining can be used on an average only from early in June 

until about the first week in October that is, not more than four 

months, though water-power plants can probably be so constructed 

that their main conduits would not be subject to so great interruptions in service or delay in opening as the ordinary ditch, in which 

event the period of operation would be limited largely by the water 

supply of the stream used and by the climatic conditions.

»Oibson, T. M., Nome dredges in 1910: Min. and Sci. Press, vol. 102,1910, p. 23.
WATEB POWEBS. 251

The spring break-up usually occurs about the middle of May, and 

the freeze-up may be expected by the middle of October, thus giving 

an operating period of about five months for an average plant. A 

plant located at the outlet of a large body of stored water, such as 

Salmon Lake, might be operated for a longer period, possibly during 

the entire year. Unless a plant were supplied from such a natural 

reserve, however, it probably could not be operated for more than 

six or seven months, at the most. If the power from a hydroelectric 

plant were to be used only for dredging and other forms of open-cut 

mining, it would, of course, be needed only during the summer 

months. Low water in dry years, such as 1908 and 1909, would be 

another handicap to power development, the more so because the 

low-water periods come in July and August, at about the time when 

the maximum power load would have to be provided for.

Next to the streams draining large lakes, the best for power development are those rising in the Kigluaik Mountains, for they have the 

steadiest flow and the largest amount of concentrated fall. 'Unfortunately, these streams also have the shortest season, as the freeze-up 

on them comes early and reduces the flow to a minimum for the open 

season, even before the cold weather would necessitate suspending 

the operation of a power plant.

There is little basis for estimating the cost of water-power development in Seward Peninsula, but it would no doubt be high, both in 

aggregate and per horsepower, as compared with the States. There 

are no exceptionally favorable localities where water power can be 

developed at low cost, such as a fall with a high sheer drop or a dam 

site in a narrow gorge, combined with a well-sustained flow.

The future of water-power development within the peninsula 

depends on the mining industry. If dredging continues to increase 

as it has during the past few years, especially if dredging ground is 

developed in the central part of the peninsula, some of the water 

powers described in the following pages may have value. Chances 

are good that workable lode deposits may be found whose exploitation would enlarge the market for power, though water-power plants 

are likely to find strong competitors in the plants using mineral fuels, 

particularly oil.

The operating cost of water powers is generally much less than that 

of steam powers, but the initial investment is much greater. In 

view of the many uncertainties connected with power development 

in this field, the likelihood of any extensive developments, under 

conditions that can now be foreseen, is not great.

POWER SITES.

Of the two power sites which have been investigated most 

thoroughly, one is located on Kruzgamepa River at the outlet of 

Salmon Lake about 40 miles in a direct line from both Nome and
252 SURFACE WATER SUPPLY OP SEWARD PENINSULA.

Solomon, and the other at Pass and Smith creeks, north of the 

mountains and about 10 miles farther from the present centers of 

distribution.

The proposed development at Salmon Lake is one involving the 

use of a large volume of water under a low head. The plans formulated by the Salmon Lake Power Co. in 1905 and 1906, when it had 

this project under consideration, are of sufficient interest to be 

described somewhat in detail.

Salmon Lake has been formed by the damming of Kruzgamepa 

River by morainic material brought down by the glaciers which 

formerly occupied the valleys of the Kigluaik Mountains and extended 

some distance beyond their flanks. The outlet of the lake has been 

cut through this moraine, and a dam site has been formed, about 150 

feet long at the bottom and about 600 feet long at an elevation of 50 

feet above the present lake surface. The morainic material is 

composed largely of gravel and angular fragments of no great size 

and was'evidently in part laid down in water, as it shows a certain 

degree of stratification and is interbedded with clays and silts. It is 

not unlikely that there may be, at a reasonable distance below the 

surface, a stratum of bowlder clay or other impervious material on 

which a cut-off wall could be founded, but so far as known to the 

writer the existence of such a stratum has not been demonstrated. 

The plan contemplated the building of a concrete core wall supported 

on either side by hydraulic fill. Gravel is abundant on the east end 

of the site at sufficient elevation above the proposed crest so that it 

could readily be sluiced in to form the dam. It was proposed to 

divert the water of Crater Creek, which enters Kruzgamepa River 

about 4 miles below the lake by ditch around the south slopes of the 

Kigluaik Mountains and by pipe to the dam site, and to use this 

water to move and distribute this gravel in the dam by the hydraulic 

method. The water could also be used in hydraulic elevators to sink 

the trench in which the core wall would be built.

The discharge from the lake was to be conducted through the dam 

in wood-stave pipes laid in concrete, which would end in a power 

house built at a lower toe of the dam. Special precautions were to be 

taken to enable the plant to run all winter. The tailrace was to 

consist of long pipes which would extend some distance below the 

power house. It would be necessary to give the water sufficient 

velocity in the pipes so that it would not freeze and cause backwater 

on the turbines. The operation of this proposed power plant during 

the winter would probably present a problem whose solution would 

require considerable time and study.

The north side of the Kigluaik Mountains is drained by a series of 

creeks which rise in high glacial cirques, have a rapid fall, and carry 

a good volume of water throughout the summer season. Their
WATER POWERS.

basins have all been subjec

the flanks of the mountain; 

have their greatest fall.

253

ed to heavy glaciation, which has resulted

in the formation of numerous cirques and lakes. The gradient of 

many of the creeks is broken into flat portions separated by steep 

torrential stretches. A great mass of morainic debris lies beyond

, and it is over this deposit that the creeks 

The aggregate water power of all these

streams is enormous, perha ps as much as 40,000 or 50,000 horsepower 

for normal low-water conditions.

At two localities these creeks present especially favorable conditions for power development. All these streams have been surveyed 

by private engineers with a view to determining their water-power 

possibilities, and measurements of their discharge have been made by 

the Geological Survey.

Pass and Smith creeks are probably the most favorably situated 

for furnishing electric enefgy. The valley occupied by Pass Creek 

was filled within recent geplogic time by a glacier, as is shown by the 

topography of the valley :loor. This glacier built up a flat-topped 

moraine which extends out nearly a mile from the mountain front. 

On top of the moraine, at an elevation of about 1,100 feet, are 

two lakes, both of -which are favorably located to provide storage. 

Below the lower lake the creek falls nearly 1,000 feet in 2 miles. 

Smith Creek lies west of [Pass Creek, and although it presents no 

storage facilities it has a large volume of flow at a high elevation. 

The power development planned for these creeks provided for a dam 

below the lakes on Pass (Jreek, in order to create a large reservoir, 

and a main pipe line laid from this to the power plant, which would 

be located in the flat 2 oi* 3 miles below this point and about the 

same distance from tidewater on lower Kruzgamepa River. The 

waters of Smith Creek wo^uld be diverted at an elevation of about 

1,200 feet and led through a flume constructed along the mountain 

side into the storage basin on Pass Creek.

As shown by the discharge record of these two streams, the combined low-water flow covtld be maintained at 50 second-feet all 

summer with a few thousand acre-feet of storage* This would 

generate about 4,500 continuous horsepower, and the development 

could be increased either by raising the dam or by diverting additional water from creeks farther west. Either alternative would be 

rather costly and only a careful investigation of the engineering 

problem involved would indicate which one is the cheaper. The 

maximum possibility of tliis plant would probably be about 10,000 

continuous horsepower during a working season of 120 to 140 days. 

It would not be possible tci run the plant during the winter, and the 

period of successful operation would probably extend from late in 

May until about the middle of October.
254 SURFACE WATEB SUPPLY OF SEWARD PENINSULA.

Cobblestone River is the largest stream on the north side of the 

mountains, but it rises at a considerably lower elevation than the 

streams just described and its fall is, therefore, not nearly so steep. 

This fact renders it much less favorable for power development, as 

the cost of a project depends to a great degree on the length of pipe 

required for a given head.

Fall and Pond creeks lie west of the Cobblestone and flow into the 

south side of the Imuruk Basin. In some ways they are counterparts of Pass Creek. Each flows, at an elevation of about 1,200 feet, 

through a lake, below which there is a large amount of concentrated 

fall. About 2 miles of pipe on Pond Creek and about 4 miles on Fall 

Creek would be required to obtain a head of 1,000 feet. It would be 

possible to construct two pipes, one on the east side of Fall Creek 

and the other on the west side of Pond Creek, around the hills on a 

hydraulic grade line and to discharge the water into a common pressure pipe which would have to be from 1 to 1£ miles long to obtain 

1,000 feet head. Another alternative would be to run a tunnel about 

2 miles long through the mountains from the lake on Fall Creek to 

that on Pond Creek. Whether this would be cheaper than pipes led 

around the mountain side, even if it is feasible, is doubtful.

From the discharge of the two streams, given on pages 150-151, it 

would seem that with a moderate amount of storage a discharge of 

80 second-feet, which would produce about 7,000 continuous horsepower, could be maintained continuously throughout the summer. 

Both Glacier Creek and Snow Gulch, which lie to the east of Pond 

Creek, have a well-maintained flow, and their waters could be diverted 

into this system by flumes of moderate length. A large volume of 

storage could be obtained at the lake on Fall Creek if it were required, 

and the maximum possible development at this site would probably 

be somewhat greater than that on Pass and Smith creeks.

The water-power possibilities of the Bendeleben Mountains are 

rather large in the aggregate, but are much less favorable than those 

of the Kigluaik Mountains. The streams of this area have a lower 

gradient and a smaller volume of flow than those of the higher 

mountains to the west, and storage facilities are practically lacking.

North of the mountains favorable power sites are very rare. On 

Kougarok River just above Coarse Gold Creek there is a wide bend 

which brings two points nearly 2£ miles apart by river within less 

than 600 feet in a direct line. A tunnel between these points would 

make available a head of about 17 feet in addition to the height of 

the diversion dam. The great drawback to this site is the fact that 

the low-water flow of the raver is very small, falling below 20 secondfeet practically every year. At a favorable site on Noxapaga River, 

a short distance above Goose Creek, the river drops about 95 feet in
DITCHES. 255

a little less than 2 miles. The minimum flow in an ordinary year 

seems to be about 60 second-feet, though a discharge of only 33 

second-feet was measured in 1909. The latter figure would make 

only about 250 horsepower available. The falls have been formed 

by a lava flow which dammed the river and has produced a lake 

several miles long. If the project were feasible, a considerable 

volume of storage could be created by building a dam at the head of 

the falls, but this point is isolated and no large body of placer ground 

is known in the vicinity, so that a demand for the power is not 

probable.

A large amount of power could be developed at one point in the 

Fairhaven district, namely, on Kugruk River below Imuruk Lake. 

The locality is described in connection with the river description. 

(See p. 229.) The amount of power that could be generated at this 

point is probably large. The total water supply available from 

Imuruk Lake for a season of 120 days is given as about 250 secondfeet (p. 231). The Fairhaven ditch will never require more than 60 

or 80 second-feet of this amount, so that at least 170 second-feet will 

be left for possible water-power developments. The head that could 

be obtained is nearly 500 feet, which would indicate that about 

7,500 hydraulic horsepower could be developed through the mining 

season, an amount far in excess of any possible demands in this 

region.

In general it may be said that there are in Seward Peninsula 

water powers favorably situated for hydroelectric development 

amounting to some 30,000 or 40,000 horsepower, besides a much 

greater amount of power which could never be considered feasible 

either commercially or as a matter of engineering.

DITCHES.

By F. F. HENSHAW.

The 

many i 

north, 

having

mining 

to the

1901, 

system.

INTRODUCTION.

construction of ditches in Seward Peninsula has had to face 

nfavorable conditions and difficulties peculiar to the frozen 

but in spite of these handicaps more than 400 miles of ditch 

a capacity of 20 second-feet or over have been built. These 

waterways have constituted an important field of investment and the 

operations dependent on them have contributed a large quota 

£;old production of the area.

The f Tst ditch was built from upper Glacier Creek to Snow Gulch in 

as extended in 1902 and 1903 formed the present Miocene 

The next long ditch to be built was the Canyon ditch, on

and
256 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

Ophir Creek, which was also begun in 1901 and finished in 1903. The 

greatest activity in ditch building began in 1905 and lasted until 

about 1907. During this period about two-thirds of the total length 

of ditches now existing in Seward Peninsula were constructed.

The principal difficulties that ditch builders in Seward Peninsula 

have had to face have been due to the frozen condition of the ground, 

the difficulty and expense of transportation, and the shortness of the 

working season. Of these the frozen ground is peculiar to the north 

and has probably been the greatest drawback to rapid and economical 

construction.

The following list has been prepared to give the salient features of 

the larger ditches in Seward Peninsula. The data given are not 

altogether complete and are for certain ditches only approximate; 

for instance, the capacity of a given ditch will vary from point to 

point and will change materially from year to year, increasing if the 

repair work is thoroughly and carefully done, and decreasing if the 

ditch is built in bad ground and is neglected.

Only ditches which have capacities of approximately 20 secondfeet or more, and which may therefore be regarded as having a part in 

large-scale operations, are listed. Ditches that have been started 

and then abandoned, even though several miles may have been built, 

are not considered. Accordingly, many ditches included in former 

lists l are omitted.

i Water-supply investigations in Alaska: Water-Supply Paper U. S GeoL Survey, No. 218,1908, pp. 75-78 

and 95.
Ditches for hydraulic mining in Seward Pen

Name.

Wild Goose Mining & Trading Co:

Wilson & Kimball Hot Air .......

Canyon Creek Gold Mining Co .....

Solomon Mines & Water Power Co. 

Midnight Sun Mining & Ditch Co.. 

Nome-Montana-New Mexico Mining Co. 

Campion Mining & Trading Co.....

V.A.Julian........................

Arctic Placer Mining & Milling Co.. 

United Ditch Co...................

Cripple River Hydraulic Mining Co. 

Wild Goose Mining & Trading Co. 

Pipe Line.

Taylor Creek Ditch Co. North 

Star.

Pittsburg-Dick Creek Mining Co. . . 

Do.............................

Candle Alaska Hydraulic Gold Mining Co.

Diverts from 

Pargon Elver, Dillon, McKelvie, and 

Helen creeks.

.....do.................................

Nome River below Dorothy Creek. . . .

Osborn Creek 3 miles below New Eldorado Creek.

Grand Central River and Crater Lake . .

.....do.................................

Windy Creek... .......................

Extends to 

.....do.............................

Rock Creek... ....................

Glacier. Anvil, and Dexter creeks 

.....do............................

Fox Gulch.................. ......

.....do............................

Dick Creek. .......................

« Above sea level at outlet. 6 Under construction. 
258 SURFACE WATER SUPPLY OF SEWARD PENINSULA. 

METHODS OF CONSTRUCTION.

Ditches are constructed by several different methods, according 

to the conditions of the ground encountered. Horses have been used 

for the work wherever possible. In one method the ground is first 

prepared by removing the moss and turf from a strip 40 or 50 feet 

wide on either side of the ditch. This should be done, if possible, 

the summer before actual construction is begun, in order that the 

ground may thaw more readily. Actual construction begins with 

plowing (see PL II, p. 12), after which some of the material is moved 

with a grader from the upper side of the ditch to the lower bank 

until a practically flat bench is produced. The cut is then excavated 

with horse scrapers down to grade, and the material piled up on the 

lower bank. The ditch is finished by hand, and both bottom and 

bank are trimmed to an even grade and alignment. (See PL VI.) 

The method above described is practicable where the ground contains only small or medium sized rocks and is about the cheapest and 

most rapid that can be used, but it requires exceptionally favorable 

conditions to make it a success. Where the ground is naturally 

unfrozen or can be made to thaw easily, and where other conditions 

are similar to those encountered in a temperate climate, no difficulty 

is experienced.

Wherever the ground is frozen muck, or so-called "glacier," it 

melts rather slowly when exposed to the air, and the work of excavation must be done by hand while it thaws. The best practice is to 

keep exposed as large an area as possible and to remove the soil in 

thin layers. Practically all the ditches north of the mountains were 

built by this method.

More or less rock work has to be done on all the ditches. Some of 

them have had to pass around cliffs of practically solid rock where 

the construction required a large amount of blasting (PL VII). 

Rock cuts offer no problems not met in other fields except in the 

method of making the ditch tight, which is done by the use of a 

peculiar tough and tenacious sod abundant in many places in the 

north. The sod is cut with mattocks into pieces 1 to 2 feet square 

and placed in the ditch, bottom up. Two layers are usually placed in 

the bottom, breaking joints as well as possible, and the whole is 

carefully and solidly tamped into place. The sides of the ditch are 

made tight with a sod wall, the pieces being laid one above another, 

bottom up. Where the sod is above the water line part of the time, the 

grass usually continues to grow and its living roots bind the material 

more closely and firmly together. The best sod, and the only kind 

which fully meets the requirements, is that containing grass roots 

and very little moss, for the moss is less- tenacious and decays more 

rapidly. Grass, however, is not abundant in many places, and it is
U. 8. GEOLOGICAL SURVEY

A. CANDLE DITCH, FAIRHAVEN DISTRICT.

B. HOMESTAKE DITCH, SHOWING SOD WORK.
U. S. GEOLOGICAL SURVEY

ROCK CUT AROUND CAPE HORN ON MIOCENE DITCH,
DITCHES. 259

therefore often necessary to use sod of inferior quality, with correspondingly unsatisfactory results. For example, on the Fairhaven 

ditch there is a great deal of rockwork and much frozen ground which 

becomes very soft on thawing, and a great deal of sod was needed. 

Sod could be found only in small isolated patches, and much of it 

had to be taken from the river bottoms far below the line of the ditch 

at considerable expense. In the Kougarok region, however, sod is 

fairly abundant and has been used very freely, and in southern 

Seward Peninsula sod of a good quality can usually be found. Plate 

VI, B, shows a typical portion of a ditch protected by sod as described 

above.

Canvas has been used in some places to line ditches, but it is 

expensive and is reported to be not wholly satisfactory. If it is 

disturbed after it is once laid down, it is likely to be torn, in which 

event it becomes practically useless.

In ground composed largely of frozen muck or ground ice special 

methods and precautions must be used. This material when it 

thaws leaves a soft residue, largely mud and decomposed vegetable 

matter, which may be only 20 or 30 per cent of the original volume. 

Water flowing across such material causes it to thaw rapidly, and 

consequently when a ditch is built through it precautions must be 

taken to prevent too much thawing. Where the muck is present the 

portion nearest the surface usually contains much more earthy matter than that just below, and in many places there is a layer of blue 

clay just beneath the rnoss. The vegetable matter close to the surface is also less completely decayed and therefore more solid and 

tenacious than that lower down. If this surface covering is allowed 

to remain in place and the ditch built over it by building up the lower 

bank with sod and with material stripped from the top, good results 

can usually be obtained. When the stripping is carried to just about 

the right depth, the water, after being turned into the ditch, will 

cause the ground to thaw a little. The bottom will settle a few 

inches, and then the ditch practically builds itself, so that eventually 

the water is carried in a section entirely below the surface of the 

ground, and the ditch can not leak, because its sides are all soft, 

finely divided material, mostly muck and clay, backed by solid and 

impervious frozen ground. These ideal conditions are generally 

aimed at by ditch builders but are attained only at certain localities 

and by special care in building and watchfulness in maintaining the 

ditch.

Most of the Fairhaven ditch was built in 1906 before builders had 

gained much experience with ground of this character. Through 

a large part of its course it passes over ground that is permanently frozen. The ditch was built under a contract which called
260 SUEFACE WATER SUPPLY OF SEWAED PENINSULA.

for a cut of 12 inches below the ground surface of the lower bank, 

and the contractors were held rigidly to the specifications. As a 

result, all the surface covering was removed, and the ditch bottom 

was made in frozen ground containing only a small percentage of 

solid material. When the water was turned in this frozen muck 

thawed and the ditch settled in some places 3 or 4 feet. The material 

thus melted yielded enough solid matter so that in many places a 

fairly good bottom resulted and the thawing did not progress any 

farther. At other points the ditch bottom practically sank "out of 

sight." The water cut under the lower bank and bad breaks resulted.

The Candle ditch, a view of which is shown in Plate VI, A, was 

built in a drainage basin adjacent to that in which the Fairhaven 

ditch is located and encountered much ground of a similar character 

but apparently containing a somewhat higher percentage of solid 

matter. It is smaller than the Fairhaven ditch and was built with 

a cut on the lower bank of about 8 or 9 inches. This ditch has settled 

in a great many places, but when the writer last visited it, in 1909, 

it was on the whole in somewhat better condition than the Fairhaven ditch. In one section where the ground had cut badly the 

ditch had evidently been given an excessive grade, and the water 

attained a velocity sufficient to scour away the fine material as it 

thawed. As a result a deep cut was eroded, and only the fact that 

this occurred on flat ground prevented a bad break.

The necessity of keeping the grade of the ditch and the velocity 

of the water low in ground of this character is very important and 

can not be too strongly emphasized. The Fairhaven ditch was laid 

out with a grade of 4.22 feet to the mile, and as it was designed to 

carry water to depths of 2 feet or more the resulting velocities were 

rather high, a condition which contributed in no small degree to the 

cutting that resulted in the soft ground. The grade of the Candle 

ditch was only 3.69 feet to the mile and the ditch itself is of smaller 

dimensions, so that the resulting velocities were lower and the difficulties encountered correspondingly less.

In many places a ditch in ground of this character should not be 

given a grade greater than 2| feet to the mile. The ditch can be 

built wide and with a shallow cut. It will then "make itself" at a 

very small expense, and the low velocity resulting will tend to give 

a permanent and satisfactory waterway.

FLUMES.

It has been the object of most ditch builders in the north to minimize the use of flumes because of the high price of lumber, with the 

result that this form of construction is much less common than in 

ditches in the States. (See PI. VIII, A and B.)
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE VIII

A. FLUME ON OPHIR CREEK.

£. FL.LME OF TOPKOK DITCH, NEAR BLUFF.

DITCHES. 261

Flumes are unsatisfactory for two or three reasons. In the first 

place the lumber generally has to be imported. Its cost laid down 

at, Nome or at other landing places is heavy, and the cost of freighting it into the interior where it is to be used is often still heavier. The 

cost of the flume lumber used on the P argon ditch in the Council 

country is said to have been nearly $200 a thousand feet. In the 

eastern part of the peninsula native lumber can be used for the 

trestles and collars, but it is so poor in quality that it should not be 

used for the flume itself.

Another objection to a flume is that it is less permanent than an 

earth ditch. The waterway is out of commission and exposed to 

the elements for eight or nine months in the year. In many places, 

too, especially hi the mountains, the country is subject to snowslides, 

which may wreck considerable sections of a flume, though they 

would have little effect on a ditch. The Pargon flume has suffered 

damage on several occasions from slides. Snowdrifts may pile on 

the flume to considerable depth, and the snow as it settles will break 

the trestles, crush the bottom, and spread the sides. The part of 

the Golden Gate ditch on Iron Creek, which was built as flume, was 

rendered practically useless by the snows of the first winter after it 

was built, largely by the settling of heavy drifts upon it.

The difficulty of obtaining proper foundations presents a third 

problem. The settling of a ditch bottom or bank 2 or 3 or even 6 or 

8 inches is not a serious matter, particularly if the settlement is 

fairly uniform throughout a considerable section; but any considerable settling of the foundation of a flume will open joints, loosen the 

bottom, and cause the flume not only to leak but perhaps even to 

fall to pieces.

As previously stated, the Pargon ditch, hi the Council district, is 

composed largely of flumes, the total length of this form of construction being 13,372 feet. The longest continuous stretch extends most 

of the way from McKelvie Creek to Helen Creek. The flume is 8 

feet wide and 2 feet deep and is set on a grade of 4.22 feet to the 

mile, the same as the earth sections of the waterway. Dressed 

lumber If inches thick was used, battened with 2 by i inch strips. 

The trestles, stringers, and collars are all of native spruce, which was 

cut near Duncan Creek, sawed in a portable mill installed for the 

purpose, and hauled to the Pargon during the winter of 1904-5. 

The flume is laid mostly over a talus of heavy blocks of granite and 

schist. The subfoundations were solid most of the way, but no 

mudsills were used and the trestlework was poorly built and improperly braced, so that the conduit gets out of order frequently. In 

1909 the average depth of water that could be carried had been 

reduced to about 16 inches owing to damage done to the flume.
262 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

One of the most notable examples of successful flume construction 

over frozen ground that has been seen by the writer is the Miocene 

ditch. This flume is 1,100 feet long and has a width of 8 feet and 

a depth of 28 inches. It was constructed in 1901, and until 1906 

or 1907 it retained practically perfect alignment, both horizontal and 

vertical. No extensive repairs were necessary on it until 1909. In 

putting in the foundation trenches were dug 3 or 4 feet deep in the 

frozen ground, which was practically all ice. A sill was laid in the 

bottom of the trench and the uprights fastened to this sill. The 

excavated material was then replaced in the trenches and allowed 

to freeze again into its original condition. Sod was carefully placed 

over the trench, the uprights were then sawed off to grade, and the 

flume constructed on them. Even with all these precautions, however, at the end of about eight years the flume was in such bad shape 

that extensive repairs had to be made.

SIPHONS AND PIPE LINES.

Siphons have been used extensively to cross side streams in order 

to save expense and distance and loss of water by seepage. They 

vary in size from small ones containing a few hundred feet of 16 to

18 inch pipe to one more than 2 miles long on the Candle ditch across 

Eldorado and Burnside creeks. Riveted steel pipe has been used in 

most of the construction, though wood-stave pipe was employed for 

two siphons, 42 inches in diameter and 1,050 and 800 feet long, which 

were built to carry the waters of the Seward ditch across Hobson and 

Clara creeks. The pipe was of the continuous-stave, steel-banded 

style, similar to that used on the Grand Central pipe line, which will 

be described later.

The first large siphon built, that of the Miocene ditch across Manila 

Creek, is about 1,000 feet in length and is composed of 40-inch steel 

pipe with joints riveted throughout. It has a capacity of 60 secondfeet.

The siphon on the North Star ditch of the Taylor Creek Ditch Co. 

extends across the valley of Taylor Creek about 2 miles above its 

mouth. It is composed of heavy 40-inch steel pipe, is 2,600 feet 

long, and is riveted throughout, there being no slip joints. The pipe 

is carried across the creek on a suspension bridge about 100 feet long. 

The difference in water level in the ditch at the ends of the siphon is

19 feet and the pressure head at the bottom 150 feet. The capacity 

of the siphon is nearly 60 second-feet.

In most of the other siphons on Seward Peninsula the joints have 

been made without riveting. In making slip joints the pipe whoss 

end is of larger diameter is heated by placing burlap dipped in kerosene around it and igniting it. The pipes are then driven together
DITCHES. 263

by means of a heavy ram, which is directed against a driving plate 

covering the opposite end of the pipe. The rani is handled by two 

men, or, if the pipe is large, is swung from a tripod. The slip joints 

are driven to give an overlap of 4 to 6 inches, depending on the size 

of the pipe. This method is cheaper and much more rapid than 

riveting, although a little more pipe is required on account of the 

greater overlap given to 4)he unriveted joints. In long lines of pipe 

there is some tendency for the pipe to heave with the expansion and 

contraction due to changes in temperature, and this may even proceed so far as to cause some of the joints to fall apart; but it can be 

minimized by keeping the pipe full practically all the time, as the 

water has a nearly constant temperature. The pipe should also be 

covered with sod, moss, or earth in order to further protect it. In 

long pipes like that of the Candle ditch, which are driven with slip 

joints, two sections will occasionally pull apart. In such a contingency it is usually necessary to make a lead joint, a process too 

well known to need description here.

Only one conduit line, the Grand Central pipe line of the Wild 

Goose Mining & Trading Co., has been constructed entirely of pipes. 

Continuous wood-stave pipe 42 inches in diameter was used, except 

for a few hundred feet at the intake where the diameter was 48 

inches. The staves are 6 inches wide, 1J inches thick, and rounded 

to fit the hoops. The pipe is laid along a shelf cut in the hillside and 

afterwards back filled, the pipe being covered and protected with rock 

and earth. Wrought-iron bands one-half inch in diameter, threaded 

on both ends, were used. The bands are spaced about 1 foot apart 

where the pipe is on the hydraulic grade line and are placed closer 

where depressions have to be crossed in order to give sufficient 

strength to resist the pressure. The pipe has its intake on Crater 

Lake, and branches extend from the North and West forks of Grand 

Central River to the lake.

The pipe had not been completed at the time of the last visit made 

by a member of the Survey to the Grand Central basin. Accordingly 

the pipes had not been tested in actual operation, so it is not known 

just how this form of construction will be found adapted to conditions 

in Alaska.

SEEPAGE LOSSES. 

By G. L. PARKER.

The amount of seepage which may be expected in a ditch built 

under the conditions which exist in Seward Peninsula is of such 

importance that a special study of this subject is desirable. It is 

difficult, however, to arrive at a satisfactory determination of these 

losses on account of the inflow into the ditches from the drainage
264 SUBFACE WATEK SUPPLY OF SEWARD PENINSULA.

area above them. Storage facilities are not available in this region 

except in the Fairhaven ditch system, and the ditches run at full 

capacity only during periods when the ground is well saturated with 

water from rams or melting snow. The flow of a ditch is augmented 

at such times by the discharge of a number of small streams, which 

contribute volumes of water small in individual amount but rather 

large in the aggregate. The surf ace'flow of these streams is in general too small to measure and does not represent the actual amount of 

water reaching the ditches from them because it does not include the 

underflow through the gravel beds. The side streams are practically 

dry during low-water periods, and the supply at the head of the 

ditches is materially reduced, so that the depth of water running in 

the ditches is lowered. Owing to a reduced wetted perimeter the 

amount of leakage is somewhat smaller for low-water periods, and 

seepage determined under these conditions will not give true values 

for ditches running at full capacity.

The character of the country over which ditches are built constitutes the principal element affecting the loss by seepage. A great 

diversity of surface conditions and of formations exists in Seward 

Peninsula, but the method usually followed hi building ditches in this 

region results in making the leakage throughout their length fairly 

uniform. The use of sod, as noted on page 258, for lining portions of 

ditches built around rocky points, over loose rocks, or through decomposed schist, slate, ground ice, and other material unsuitable for ditch 

walls, makes the loss muen less than would otherwise be experienced. 

The sod when properly placed becomes covered with silt deposits from 

the water, so that the loss in these sections is probably not much 

greater than that of parts constructed over more favorable ditching 

ground. Ditches built over frozen muck such as is often encountered 

in the northern part of the peninsula ordinarily have small seepage 

losses, for the bottom and sides of the ditches are composed of fine 

sediment backed by solid frozen material that renders them almost 

impervious.

It is obvious that the percentage of loss by seepage is much greater 

during periods of drought than when the water supply is well sustained. Consideration of the losses at such intervals is therefore very 

important. The extreme low water experienced during the open 

season of 1909 makes the discharge records of ditches obtained for 

that year especially valuable for this purpose. The data for the Miocene and Seward ditches have been analyzed to show the amount of 

water lost between stations, and the results are presented below in 

the form of tables. Means for 10-day periods were used in preparing 

the tables in order to eliminate compensating errors in gage readings
DITCHES. 265

and to avoid discrepancies arising from lack of uniformity in flow for 

single days at the various stations. Continuous records were also 

obtained at three points on the Fairhaven ditch in 1909, but the flow 

fluctuated so greatly on account of the frequent breaking of the upper 

ditch that comparisons of records do not give consistent results as 

regards seepage losses.

Seepage losses of Miocene ditch in 1909.

Dates (inclusive).

Do.............

July 3-12.... .......

Do.............

July 13-22.. ........

Do.............

Do.............

Do.............

Do.............

Do.............

Do.............

Aug. 2-11..........

Do.............

Do.............

Aug. 12-21.........

Do.............

Do.............

Aug. 22-31.........

Do.............

Do.............

Sept. 1-10..........

Do.............

Do.............

Sept. 11-19.........

Do.............

Station.

Black Point. ..................

Clara..........................

Black Point...................

Clara..........................

Clara..........................

Clara..........................

Clara ..........................

Distance 

between 

stations.

Miles.

12.0

12.0

12.0

4.1

7.0

5.0

4.1

7.0

5.0

7.0

5.0

7.0

5.0

7.0

5.0

12.0

Distance 

from 

intake.

Miles. 

1.0

13.0

1.0

13-0

1.0

13.0

13.0

17.1

1.0

8.0

13.0

13.0

17.1

1.0

8.0

1O n

1.0

8.0

no n

1.0

8.0

13.0

1.0

8.0

13.0

1.0

13.0

Average discharge.

Sec.-ft. 

26.2

21.8

39.9

28.5

31.0

22.6

37.1

35.0

13.0

10.4

8.9

19.9

17.7

18.9

13.5

11.6

19.2

14.6

13.9

10.5

6.3

4.7

8.2

3.4

2.0

7.1

.9

Loss.

Sec.-ft.

4.4

11.4

8.4

a4.3

2.6

1.5

63.9

5.4

1.9

4.6

.7

4.2

1.6

4.8

1.4

6.2

Loss per 

mile.

Sec.-ft.

0.37

.95

.70

1.05

.37

.30

.95

.77

.38

.66

.14

.60

.32

.69

.28

.52

o The actual difference is increased by 2.2 second-feet, the estimated discharge of the Grouse Creek branch 

for this period.

b The actual difference is increased by 1.7 second-feet, the estimated discharge of the Grouse Creek branch 

for this period.

Summary of loss per mile, in second-feet, of Miocene ditch in 1909.

BetweenBlack Point and Clara. ................. 

Clara and Hobson. ...................... 

Hobson and point below the flume. .....

June 23 toJuly 2.

0.37

0

"^w

eo*"1

ft

0.95

o .

«a 

^a

35t->

'i'.Q5

.70

23 July to 1. Aug. 

0.37 

.30 

.95

.34

 5,4 

w1

. bJQ Sftf 3*

0.77 

.38

.61

S.4

INN 9*? IM

0.66 

.14

.44

5 

s«;

It

0.60 

.32

.48

fsit&&

0.69 

.28

.52

*s

Is

0.52

& . "- a 

o

03 CD

0.62 

.28 

1.00

.55
266 SUBFACE WATEE SUPPLY OF SEWABD PENINSULA. 

Seepage losses of Seward ditch in 1909.

Dates (inclusive).

Do.............

Do.............

Do.............

Do.............

Do.............

Do.............

Do.............

Do.............

Do.............

Do.............

Julyl4-July23.....

Do.............

Do.............

Do.............

Do.............

Do.............

July 24- Aug. 2.....

Do.............

Do.............

Do.............

Do.............

Do.............

Aug. 3- Aug. 12.....

Do.............

Do.............

Do.............

Do.............

Do.............

Aug. 13- Aug. 22....

Do.............

Do.............

Do.............

Do.............

Do.............

Aug. 23-Sept. 1.....

Do.............

Do.............

Do.............

Do.............

Do.............

Sept. 2-Sept. 11....

Do.............

Do.............

Do.............

Do.............

Do.............

Sept. 12-Sept. 21 ...

Do.............

Do.............

Do............. 

Do.............

Do.............

Sept. 22-Sept. 27. . .

Do.............

Do.............

Do.............

Do.............

Do.............

Station.

Dexter Creek.... ...............

Intake. . .......................

Intake .........................

Intake. . .......................

Dexter Creek. . ................. 

Newton Gulch. ................

Distance 

between 

stations.

Miles.

7.1

9.7

oo Q

7.1

15.5

9 7

32.3

7.1

 ICC

9 7

39 °.

7.1

15.5

9 7

qo Q

7.1

15.5

9 7

on o

7.1

9 7

v> 3

7.1

15.5

9 7

39 3

7.1

9 7

39 3

7.1

15.5 

9.7

32.3

7.1

15.5

9.7

32.3

Distance 

from 

intake.

Miks. 

0.0

7.1

7.1

22.6

32.3

.0

7.1

7.1

22.'6

32.3

.0

7.1

7.1

22.6

32.3

.0

7.1

7.1

99 ft

39 3

.0

7.1

7.1

22.6

32.3

.0

7.1

7.1

22.6

V) 1

.0

7.1

7.1

22.6

32.3

.0

7.1

7.1

22.6

00 0

.0

7.1

7.1

22.6 

32.3

.0

7.1

7.1

22.6

32.3

Average 

discharge.

Sec.-ft.

18.1

14.4

20.0

12.3

9.3

28.0

23.6

29.7

14.8

11.6

11.4

9.7

14.7

8.2

5

4

10.1

7.3

10.9

4.8

18.3

13.2

16.6

8.3

6.4

16.6

12.3

15.6

9.0

4

C

15.8

11.1

14.2

Q t

4.6

15.4

11.4

14.0

8.8

3

C

16.3

12.6

16.5

10.8 

5.8

22.4

19.0

27.6

18.8

13.4

Loss.

Sec.-ft.

3.7

7.7

3.0

14.4

4.4

14.9

3.2

22.5

1.7

6

C

2.8

11.0

2.8

6.1

3 7

12.6

5.1

8.3

1.9

-ICO

4.3

6.6

4.5

15.4

4.7

4.9

4.7

14.3

4.0

5.2

5.3

14.5

3.7

5.7 

5.0

14.4

3.4

8.8

5.4

17.6

Loss per 

mile.

Sec.-ft.

0 52

KA

.31

.45

.62

OD

.24

49

on

 >A

OQ

3Q

OQ

OQ

.72

.54

.20

.47

.61

.43

.46

.48

.66

.32

.48

.44

.56

.34

.55

.45

.52

.37 

.52

.45

.48

.57

.56

.54

Summary of loss per mile, in second-feet, of Seward ditch in 1909.

Between 

Hobson branch and Dexter Creek.

Dexter Creek and Newton Gulch. .

Intake and Newton Gulch.. ......

£

-«<t<s

1*§s

0.52

.50

.31

.45

o

"3§

> »

0.62

.33

_g .

 4<c3

q?> »

0.24

.42

.29

.34

o

 g-3

> »

0.39

.39

.38

.39

3 

s?Jf "^

0.72

.54

.20.

.47

0 .

CO S3 *" si S'S

"**

0.61

.43

.46

.48

3 . m r~*

 "S.

^(2 "**

0,66

.32

.48

.44

0^

N rH

$QQ

0.56

.34

.55

.45

° ;

(N IN

P-l1

ffi 00

0.52

.37

.52

.45

0 .

srI1!*

OQ

0.48

.57

.56

.54

S . "2 a°

S g,

^

0.53

.42

.40

.44
DITCHES. 267

Measurements were made at several points along the Miocene ditch 

and branches at different times during 1906 to ascertain the loss or 

gain in discharge between specified points. The measurements of 

July 3-4 and July 27 were made during low-water periods, and those 

of September 11-12 when the ditch was carrying considerably more 

water. In 1908 two sets of similar measurements were made along 

the Fairhaven ditch. The first set was taken when the discharge of 

the ditch was small and the second when the supply at the intake was 

fluctuating somewhat, so that neither quite represents normal conditions. The supply of the Fairhaven ditch is drawn from water stored 

in Imuruk Lake, so that it is possible to keep the ditch running at its 

full capacity irrespective of rain or drought. The following tables 

are included to show the results derived from the measurements along 

the two ditches:

Seepage measurements of Miocene ditch in 1906.

Date.

July 3

Do..

July 4

Do.. Do.'

Do.

Do.

July 27

Do.

Do.

Do.

Do.

Do.

Do..

Do..

Aug. 2

Do..

Do..

Do..

Do..

Do..

Do..

Do..

Do..

July 29

Do..

Sept. 10

Do..

Do..

Do..

Do..

Point of measurement.

Main ditch.

.....do..........................

Above"X".... ................

Below Hobson, plus discharge of

.....do.'.-........................

Above "X "....................

Below Hobson,- plus discharge

.....do..........................

Above"X"....................

David Creek branch.

Outlet..........................

Jett Creek branch.

Jett Creek ditch above Copper

Jett Creek ditch below Copper

Distance 

between 

points.

sMilts.

iio

3.8

9.2

1.0

2.8

9.2

4 1

9 0

1.0

2.8

9 9

4.1

9.2

l ft

.5

1.5

1.5

1.7

Distance 

from intake.

Miles. 

0.0

13.0

13.0

13.0

16.8

17.1

9fi "*

.0

1.0

3.8

3.8

13.0

iq n

17.1

17.1

26.3

.0

1.0

3.8

13.0

13.0

17.1

17.1

26.3

.0

1.8

.0

.0

1.5

1.5

3.2

Discharge.

Sec.-ft.

21.0

15.8

20.5

31.0

28.1

29.8

27.9

28.0

25.7

26.2

26.0

23.7

38.0

39.7 ifi f.

28.3

26.3

9O R

30.3

30.0

44.4

46.8

43.9

o 43.0

45.6

6.9

6.4

2.5

1.8

4.2

3.9

5.7

5.3

Gain.

Sec.-ft.

16.5

1.7

.5

14 <*

1.7

9

14.4

2.4

2.6

Loss.

See.-ft.

5.2

2.9

1 Q

9 Q

.2

2.3

3 9

2.0

.4

.3

2.9

.5

.7

.3

Loss per 

mile.

Sec.-ft.

0 40

.76

.21

2

0ft

.25

7J>

.22

.14

.03

.71

.28

1.40

.20

.24

 Estimated.
268 SUBFACE WATEE SUPPLY OF SEWAED PENINSULA.

Seepage measurements of Fairhaven ditch in 1908.

Date.

July 23

July 24

Do..

Do..

July 25

Do..

Do..

Aug. 18

Do..

Aug. 19

Do..

Aug. 20

Do..

Aug. 22

Point of measurement.

Camp 2, lower section .....................

Above Penstock. ..........................

Above Penstock..... ......................

.....do.....................................

Distance 

between 

points.

Miles.

4.5

7.5

8.6

6.9

8.0

3.9

12.0

8.6

6 9

8.0

3.9

Distance 

from upper intake.

Mile*. 

0.0

4.5

12.0

20.6

27.5

35.5

39.4

.0

12.0

20.6

27.5

35.5

39.4

39.4

Discharge.

Sec.-ft. 

12.2

12.5

12.2

12.4

12.2

12.0

a 10. 6

27.2

625.6

625.5

624.4

622.7

622.6

26.7

Loss bebetween 

stations.

Sec.-ft.

0.3

.2

.2

0.8

.1

1.1

1.7

.1

Loss per 

mile.

Sec.-ft.

0.04

.03

.02

.20

.61

.16

.21

.03

a About 0.6 second-foot was spilled from the waste-gate below Snow Gulch.

6 Discharge less than normal; water was turned out of ditch for a few hours Aug. 18 at a point 5 miles 

below upper intake for the purpose of repairing the ditch. The water again reached a normal stage above 

the penstock on Aug. 22.

An examination of the tables prepared from the discharge records 

of the Miocene and Seward ditches throughout the extremely dry 

season of 1909 shows mean losses per mile of 0.55 and 0.44 second-foot, 

respectively. The mean value for the Miocene ditch applies only to 

the upper 12 miles between Black Point and Hobson, but that for the 

Seward ditch applies to 32.3 miles of the waterway, or practically its 

entire length. The greatest average loss per mile, 1 second-foot, is 

shown on the Miocene ditch between Hobson and a point below the 

flume for the period July 13 to August 1 and can be accounted for by 

the fact that there is considerable rock construction between the two 

stations. The least mean loss per mile on the Miocene ditch occurred 

between Clara and Hobson and amounted to 0.28 second-foot. The 

mean loss per mile between stations on the Seward ditch apparently 

decreases from the intake to Newton Gulch; that between the intake 

and Hobson was greatest, amounting to 0.53 second-foot.

There is considerable variation between values for different 10-day 

intervals at the same stations, but they do not show so great a difference between fairly wet and extremely dry periods as might be 

expected, inasmuch as there must be some inflow into the ditches 

after rains. The rainfall for the season, however, was very small and 

well distributed as regards time (pp. 25-26), a condition which, in 

connection with the fact that the ground became exceedingly dry 

and required considerable moisture to saturate it, probably accounts 

for the decrease in the loss between stations not being more apparent after rains.

A study of the tables embodying the seepage measurements shows 

a decided difference in seepage in ditches in the southern and the 

northern portions of the peninsula. The leakage of the Fairhaven 

ditch, which is built over frozen muck, as mentioned above, is almost
PLACEE MINING. 269

negligible, but that of the Miocene and Seward ditches is very appreciable. The losses along the Miocene ditch during the low water on 

July 3-4 and July 27 are in general larger than those for September 

11-12, when a greater inflow was contributed from side streams. 

Except for short distances, such as between the intake and Black 

Point and on the Copper Creek branch, the greatest losses per mile, 

ranging between 0.71 and 0.78 second-foot for the three sets of measurements, occurred between Hobson and the flume. These values 

are somewhat smaller than those noted in the analysis of the 1909 

data between the same stations, but this variation may be due to 

the much smaller water supply of the later year.

PLACER MINING.

By ALFRED H. BROOKS. 

SOURCES OF INFORMATION.

In the foregoing pages the mode of occurrence and distribution of 

the placer gold have been briefly described and all the records bearing 

on stream flow have been presented and discussed. These data 

have been assembled in one volume to make them readily available 

to mining operators and engineers. It also seems desirable to consider briefly the application of these data to mining practice. To do 

this adequately would far exceed the space here devoted to the subject 

and would necessitate the collection of much more detailed information than is now available. Moreover, it is a subject properly 

within the field of the mining engineer rather than of the geologist. 

A brief statement of the salient features of the methods of mining 

will, however, at least serve the purposes of the general reader and 

may be not without interest to mining engineers and operators who 

are not familiar with this northern field. Those requiring technical 

details are referred to Purington's report 1 and to the many valuable 

articles which have appeared from tune to time in the mining press.

Purington's report was based on investigations made in 1904, since 

when there has been a notable reduction in operating costs, chiefly 

due to cheaper transportation. Nevertheless, as a comparative study 

of Alaska placer-mining methods his publication still forms the standard reference work. Since Purington's investigations extensive ditch 

lines have been constructed in the peninsula, and the use of water 

under head has become far more general. Underground mining has 

also become one of the important features of the industry in the 

peninsula. The most important change, however, has come from the 

application of the dredge to mining certain types of deposits.

1 Purington, C. W., Methods and costs of gravel and placer mining in Alaska: Bull. U. S. Geol. Survey 

No. 263, 1905. This publication is no longer in stock at the Geological Survey, but can be procured for 

35 cents a copy from the Superintendent of Documents, Washington, D. C.
270 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

The data to be presented in the following pages are largely compiled 

from publications of the Geological Survey and technical journals. 

If this compilation serves no other purpose, it will at least bring 

together in convenient form notes now scattered through many different volumes, some of which are not readily accessible. Free use 

is here made of notes prepared for this report by Mr. Smith and Mr. 

Henshaw, some of which are quoted verbatim.

HISTORICAL SKETCH.

The writer has already published an account of the history of the 

placer-mining industry x in Seward Peninsula, and therefore only its 

most important features are here considered. Although alluvial gold 

is reported to have been discovered on the peninsula as early as 1865, 

there was no placer mining of any consequence until 1897. Gold 

was found on Anvil Creek, near the present site of Nome, on September 20, 1898, and the first large output from the mines of the 

peninsula was made in the following year. Absolutely reliable statistics of gold production are far from being complete, but the following table gives an estimate of the yearly output based on the best 

data available:

Production of gold and silver in Seward Peninsula, 189^-1910.

Year.

1897................................................

1898................................................

1899................................................

1900................................................

1901................................................

1902................................................

1903................................................

1904................................................

1905................................................

1906................................................

1907................................................

ions

1909................................................

1910................................................

Gold.

Fine ounces.

725.63 

3,628.12 

135,450.00 

229,781.25 

199,822.61 

220,677.07 

215,994.38 

201,462.52 

232,200.00 

352,812.50 

338,625.00 

247,680.00 

206,077.50 

169,312.50

2,764,249.08

Value.

$15,000 

75,000 

2,800,000 

4,750,000 

4,130,700 

4,561,800 

4,465,000 

4,164,600 

4,800,000 

7,500,000 

7,000,000 

6,120,000 

4,260,000 

3,500,000

67,142,100

Silver.

Fine 

ounces.

87 

435 

16,254 

27,574 

24,579 

26,481 

24,171 

24,175 

27,864 

43,537 

25,497 

20,577 

20,871 

20,317

302,419

Value.

$52 

256 

9,752 

17,097 

14,747 

14,035 

13,052 

14,021 

16,997 

29,605 

16,828 

10,905 

10,853 

10,971

179, 171

Practically all the gold was taken from placers, although from 1903 

to 1907 the Big Hurrah quartz mine produced some gold, and small 

outputs have been obtained from several lode prospects at different 

times.

A small amount of silver and lead was produced at the Omilak 

mine, in the Fish Eiver basin, as early as 1881. Since then several 

shipments of ore have .been made from this property. The above 

table shows that considerable silver has also been recovered from

i Collier, A. J., and others, The gold placers of parts of Seward Peninsula, Alaska: Bull. U, S. Geol. Survey No. 328, 1908, pp. 10-39.
PLACEE MINING. 271

placer gold. The only other mineral resources that have been developed are some coal deposits in the Fairhaven district, which have been 

mined in a small way for local use since 1902, and the York tin deposits, which were first developed in 1900.

The accompanying diagram (fig. 10) graphically illustrates the 

fluctuations in the annual gold output, which, in turn, reflect the 

history of the mining industry. In 1897 and 1898 there were probably less than 200 prospectors and miners on the peninsula, and 

practically all the gold produced was taken from a few claims on 

Ophir Creek.1 About 2,000 people came to Nome in 1899, attracted 

by the discovery of the previous year. The finding of gold on the 

present beach and the extraction of nearly a million dollars' worth 

in less than two months were the important events of the year. News 

of the wonderful deposits of the Nome beach was widely circulated

17,000,000 

$6,000,000 

$5,000,000 

'HOOOjOOO 

$3,000,000 

$2,000,000 

$1,000,000 

0 ^^^^ 

/

/

/

/

/

\

r^-~- « ^ 

 ^

J

/

J

--^.

\

\

X

^

1897 1898 1899 1900 1901 1902 1903 1904 1905 1906 1907 1908 1909 1910 

FIGURE 10. Diagram showing gold production of Seward Peninsula, 1897-1910.

during the following winter and attracted a population of nearly 

20,000 people in the summer of 1900, most of whom, however, left 

before the close of navigation. Beach mining continued during this 

year, and discoveries of creek placers in various parts of the peninsula 

were made.

From 1901 to 1904 there was little change in the gold output, but 

developments went on steadily in the various districts of the peninsula. 

Ditch and railway building was extensively carried on during this 

epoch. The marked advance in the gold output of 1905 and 1906 

was due to the rich placers developed along the ancient beach lines 

near Nome. More important to the future of the placer-mining 

industry of the peninsula was the successful operating of gold dredges, 

which first took place during this period.

As bonanzas along the ancient beach lines became exhausted the 

gold output declined. The increased installation of large mining 

plants, especially dredges, has, however, continued, and there is 

good reasoij to believe that the annual gold production has nearly 

reached its minimum.

i About $1,500 worth of gold was extracted from Anvil Creek gravels by the use of a rocker in the later 

part of September, 1898.
272 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

COST OF PLACER MINING.

The general features of the placer-mining industry of Alaska are 

similar to those of other fields, modified more or less by the physical 

conditions of the northern region. A few of these conditions are 

favorable, but most of them are unfavorable, and their effect in 

total is to increase the cost of operating. Probably no two engineers 

who are familiar with mining operations in Seward Peninsula would 

agree as to the ratio between the cost of mining in this northern field 

and that in the States, and quantitative attempts at comparisons 

are of little value. It is probably safe to state, however, that in 

general placer-mining costs will be 50 to 200 per cent higher in the 

peninsula than in the Western States. The estimated cost of dredging can be cited as an example. This form of placer mining is said 

to cost from 3 to 10 cents a cubic yard in California,1 as compared 

with 12 to 25 cents a cubic yard in Seward Peninsula. These costs 

do not include amortization charges or original investment for plant 

and mining property, which would be much higher in -Seward 

Peninsula than in California. It will be safe to assume for other forms 

of mining that the unit costs would in general be much higher in 

Seward Peninsula than in California.

The comparatively high cost of mining in Seward Peninsula is 

directly or indirectly the result of its geographic position. It lies 

about 2,700 statute miles from Seattle its chief source of labor, fuel, 

and supplies, and the cost of transportation is a very considerable tax 

on the mining industry. If this only amounted to the actual cost of 

transporting by water a distance of 2,700 miles it would not add 

greatly to the expense of mining, but an additional charge is involved 

from the fact that the peninsula is open to navigation only from 

about the middle of June to the end of October. As a consequence 

all transportation has to be crowded into some four months. Moreover, the landing at Nome, where neither harbor nor wharves exist, 

has to be done during fair weather by the aid of lighters at heavy 

expense. These conditions are reflected in the freight rates. In 

the following table the freight rates from Seattle to Nome for the 

year 1910 are given:

Freight and passenger tariffs, Seattle to Nome, 1910.

Coal............................................. $10 to $12.50 per ton.

Merchandise...................................... 12 to 15 per ton.

Lumber.......................................... 14 to 27 per thousand.

Machinery........................................ 15 to 55 per ton.

Hay............................................. 17 to 22 per ton.

Grain............................................ 14 to 17 per ton.

Horses............................................ 60 to 75 per head.

first-class............................... 100 each.

second class........................... 65 each.

i Anbury, L. E., Gold dredging in California: Bull. California State Min. Bur. No. 36, 1905. Knox, W. 

M., Less-known gold dredges in California: Min. and Sci. Press, July 2, 1910, pp. 16-18. Janin, Charles, 

and Winston, W. B., Working costs of gold dredging in California: Min. and Sci. Press, July 30,1910, pp. 

150-15L
PLACER MINING. 273

Ocean freight rates to Nome have been reduced in recent years, but 

not very notably. The reduction has, however, cut the price of coal, 

which in 1904 was from $17 to $30 a ton, to $15 or $20 in 1910. Until 

very recently the cost of crude oil at Nome was $3 a barrel, but at 

present (1911) it is reported to be $2 a barrel.

The most important reduction in cost of transportation has been 

within the peninsula. Exact figures are not available, but the construction of several railways l and the building of wagon roads have 

materially reduced the cost of transporting supplies from Nome and 

other points on the Bering Sea to inland camps. Brooks 2 has 

estimated that in 1909 the average cost of transporting a ton of 

supplies from the coast to mines in different districts of the peninsula 

varied from $80 to $200 in summer and from $3 to $50 in winter, and 

that the average cost for delivering a ton of supplies to the mines 

from the coast was about $20. It should be remembered, however, 

in considering these figures that a large part of the supplies was 

probably not hauled more than 10 miles. In other words, if the 

inland districts were developed on a large scale the average cost 

would be much higher.

There are few data on which to generalize regarding the cost of 

wagon and sled transportation in the peninsula. Prices for services, 

teams, and drivers fluctuate from year to year in accordance with 

demand and supply. The cost of haulage also varies according to 

locality. Where wagon roads have been built transportation cost is, 

of course, much less than where none exist. Sledding is possible in 

winter even where no wagon roads have been built, and in dry seasons 

it is possible to haul light loads over the tundra and along some of the 

water courses. During wet seasons, however, the country is practically impassable for wagons except along roads. Under "present 

conditions it will probably not be safe to count the cost of transportation at less than $1 per ton-mile. Transportation by railway, where 

available, is least expensive.

Climate also affects mining costs. Open-cut mining is usually 

possible during less than a third of the year, although lately some 

dredges have been operated for 130 days.3 This means that all plants 

are idle for two-thirds of the year, so that interest and other fixed 

charges must be paid from the returns of four months or less. The 

short working season also affects very considerably the price of labor. 

Each miner who is to be employed during the summer season only 

must be transported to and from the States every year at a cost 

which may add as much as a dollar a day to the cost of his work

1 In 1910 there were 124 miles of railway on Seward Peninsula.

2 Brooks, A. H., The mining industry in 1909: Bull. U. S. Geol. Survey No. 442,1910, p. 25. 

»In 1911 some dredges were operated until the last week in November, which gave a working season of 

160 to 180 days.

63851° WSP 314 13 18
274 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

during the operating season. This does not hold true, of course, 

of places where winter operations are possible, such as the ancient 

beach placers near Nome, which are now largely mined out. These 

deposits were exploited by drift mining, which in the past was an 

important industry in winter as well as in summer.

Except for the effect of transportation costs, wages on Seward 

Peninsula are not very different from those paid hi many mining 

camps hi the West.

Wages paid on Seward Peninsula have fluctuated so much that no 

definite statement of the wage scale is possible. Many of the men 

employed in summer have been brought from the States under contract, so that for some large ditch-building enterprises wages have 

been as low as $2.50 a day. The cost of board must be added to all 

these figures on wages. As a rule, however, wages for miners have 

ranged from $4 to $5 a day. There has usually been an abundance 

of labor for underground work in whiter During the height of the 

"third beach" mining the whiter wages were $4 to $5, but at other 

tunes they have usually not exceeded $2.50 to $3. Many of the 

dredging crews are brought from California and remain only during 

the open season. A recently published article l gives the following 

figures as a safe basis of estimate for the wage scale of a dredging 

crew: Winchman, $5; oiler, $4; fireman, $3.50 to $4; cook, $5.

In nothing has the reduction been greater than in the cost of food. 

In 1899 the average price for board was $2.50 to $3 a day; it is now 

(1911) probably less than $1.25. The cost of the subsistence of the 

Survey parties which have worked hi the southern part of Seward 

Peninsula in the years 1905 to 1908 averaged about 85 cents a man 

a day. This covered the cost of provisions at Nome but did not 

include 'the cost of transporting them to camp or the wages of the 

cook. Little fresh meat was used, but, on the other hand, all supplies were bought at retail and the parties averaged only eight men. 

If the wages of the cook had been included, the cost would have 

been about $1.20.

The conditions of transportation and labor increase materially 

the first cost of mine equipment and hence the operating costs, if 

overhead charges are included. No direct comparisons with the 

States are possible, because costs differ so materially hi accordance 

with locality, size of plant, and like factors. A plant erected near 

Nome will cost much less than one erected in the central part of the 

peninsula, where overland haulage of 25 to 50 miles may be necessary. Moreover, large plants cost proportionally less than small 

ones. One power plant erected near the beach will serve many 

dredges with less initial expense than if each dredge were operated 

from an independent source of power.

> Hassey, G. B., Dredging conditions on tbe Seward Peninsula: Eng. and Min. Jour., Oct. 29,1910, p. 863.
PLACER MININ(£ 275

The stream gradients in Seward Peninsula are for the most part 

low, a condition which affects the cost of certain forms of mining by 

making available for use under head only a small part of the run-off 

and by necessitating special equipment for the disposal of tailings. 

Dredging and underground mining, of course, are not directly affected. 

The stream gradients of some of the best-known watercourses of 

the peninsula are presented in the following table, which is based 

on data from detailed topographic maps:

Examples of stream gradients in Seward Peninsula.

Stream.

Nome region. 

Nome River: 

Mouth to 100-foot contour.. . ........................................

Anvil Creek: 

Mouth to 100-foot contour. ..........................................

Glacier Creek:

Dexter Creek:

Buster Creek:

Solomon River basin. 

Solomon River:

Shovel Creek:

Big Hurrah Creek:

Casadepaga River basin. 

Casadepaga River:

Big Four Creek:

Total distance from 

mouth of 

main 

stream.

Miles. 

19.55

34.45

37.85

2.38

5.18

1.6

5.8

.6

2.4

1.2

3.2

11.0

18.7

6.1

3.5

6.0

16.9

24.2

5.6

9.8

Local distances.

Miles. 

19.55

14.9

3.4

2.38

2.8 

1.6

4.2

.6

1.8

1.2

2.0

11.0

7.7

6.1

3.5

6.0

10.9

7.3

5.6

4.2

Average 

fall per 

mile.

Feet. 

5.1

22

45

34

100

38

77

103

139

52

130

9

30

35

38

7

10

19

24

37

In the above table the gradients of each scream are given from the 

mouth to the highest point at which the average stream volume is 

sufficient to have value for placer mining. During the spring runoff and during wet seasons water for mining is available at still higher 

altitudes in the upper courses of the streams and on the small tributaries, which have, of course, steeper gradients. In the Nome region 

the streams usually have small volumes above the 350-foot contour. 

The streams in this district have a fall of about 100 feet to the mile 

between the 100-foot and 350-foot contours.

Absence of timber except in the eastern part of the peninsula is 

one of the factors contributing to increased cost. Practically all 

fuel and lumber has to be imported, except in the Council district,
276 SURFACE WATEE SUPPLY OF SEWAED PENINSULA.

where some spruce is available both for cordwood and for lumber. 

At best, however, the trees are small, and the accessible timber is 

being rapidly depleted. A small coal field, in the Fairhaven district, 

with heavy beds of lignite has been a valuable source of fuel for local 

mining operations. The absence of timber is an advantage in both 

dredge and hydraalic mining, as it obviates the necessity of clearing 

the land before mining is begun.

Both in the Yukon and in the interior of Alaska permanent ground 

frost is encountered in many places within 2 feet of the surface and 

adds greatly to the difficulty of operating dredges. Fortunately the 

ground is by no means everywhere frozen, but the distribution of the 

ground ice is irregular and is not well understood. Up to the present 

time dredge operators have usually avoided frozen ground, but it 

seems probable that some means may be found to overcome this 

difficulty. The frozen ground is a very great advantage to underground mining, for it makes timbering and the pumping of seepage 

water unnecessary.

Mr. Henshaw's discussion of the water resources (pp. 249-255) clearly 

shows that they are inadequate to the needs of the mining industry. 

During wet summers a large amount of water is available, but the 

supply may fail during dry seasons. As a consequence, a mining 

plant which depends on this surplus water may remain idle for 

several successive years, and the expenses of the nonproductive years 

must be charged against the successful seasons. The comparatively 

small supply of water has necessitated the building of long ditches 

(pp. 255-263), which necessarily increase the cost of operations both 

from the additional investment involved and from expense of upkeep. 

These conditions have resulted in the extensive development of 

dredging enterprises, which require little water.

METHODS. 

SOURCES OF INFORMATION.

The principal methods of placer mining in use in Seward Peninsula 

are here briefly presented, together with some fragmentary notes on 

unit costs and relative efficiency. Little exact information on mining 

costs in the peninsula is available, because few operators have records 

in such form as to permit determinations of actual unit costs. Most 

of the experienced operators, however, have determined the minimum 

values which can be profitably recovered by any given method of 

mining. This kind of information seldom yields exact data on unit 

costs. Purington's report includes a wealth of cost information, but 

much of it no longer applies because of the changed conditions of 

transportation which have lowered the expense of mining.

Small mining enterprises are giving way to those requiring large 

investments of capital, so that prospecting is becoming of increasing
PLACER MINING. 277

importance. On this subject the writer has little information, and 

the following extract is quoted from an article by J. P. Hutchins. 1 

Certain data no longer applicable have been omitted from the extract.

PROSPECTING.

GENERAL CONDITIONS.

The subject of prospecting will be especially emphasized here, because probably 

three-fourths of the failures in placer mining are due to the fact that the equipment 

has been installed before the ground has been properly tested. Millions of dollars 

have been wasted through this cause, and there is still a lamentable tendency to 

install expensive mining plants with insufficient data as to the real value of the 

property under consideration. Operations of considerable magnitude are at the 

present time being undertaken where the gold content or the working cost per cubic 

yard is not known within 25 per cent of the real figures.

The popular conception of placer mining is extremely hazy. The mind of one 

who is uninitiated does not readily grasp its complexity. The general idea of a 

placer pictures a volume of material of no particular size, containing a high gold 

content, so rich that mining an inconsiderable amount of it will result in large dividends. As a matter of fact, such bonanzas are exceptional, and when they are found 

the public has no opportunity to invest, for the richness of the bonanza makes it 

unnecessary to seek outside capital. It may in general be safely concluded that in 

nearly all the enterprises that are presented for public investment comparatively 

low grade material is to be exploited. Such material yields only a small advance 

over the cost of mining. Therefore not only should the value of the metallic content 

be accurately determined by proper prospecting, but all conditions that influence 

operating cost should be carefully investigated.

The investigation of placer deposits is not a simple matter, particularly when accurate determination of the gold content and volume of large areas of low-grade material 

must be made. Such investigations should be carried on by one familiar with the 

conditions peculiar to the region. A mining engineer whose work has been done in 

other regions, no matter how capable, efficient, and experienced, is at a great disadvantage in the Far North, where the conditions encountered are in great part unique.

There are a large number of deposits that can be easily prospected by the average 

miner. Such are the small, rich, shallow placers that lend themselves particularly 

to one-man methods of operation. These can be investigated at a comparatively low 

cost, without expensive apparatus, and as the cost of operation is much legs than the 

gold output, refined prospecting and engineering skill are not needed. It is lamentable that failures are being frequently made on such placers, for most of them can be 

easily avoided if a comparatively small amount of careful prospecting is done.

In lode mining it is usually difficult to determine the valuable content and volume 

of the lode without a large amount of costly excavating. In most placer mines, however, modern methods make it cheap to ascertain, within a comparatively small 

margin of uncertainty, the amount of gold in the ground to be exploited. This makes 

placer mining less of a speculation than lode mining, provided the necessary money 

is spent to prospect the ground thoroughly. Unfortunately the public at large is 

slow to realize this fact and the conscienceless or ignorant promoter too often procures 

financial backing for placer-mine equipment where only a most cursory and superficial examination has been made.

Proper prospecting involves the determination of the following more important 

factors: (1) Volume of pay alluvium; (2) extent, value, and distribution of pay 

streaks; (3) character of alluvium; (4) its degree of induration; (5) distribution and

» Prospecting and mining gold placers in Alaska: Bull. U. S. Geol. Survey No. 345,1908, pp. 56-68.
278 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

character of bowlders; (6) distribution and character of clay; (7) depth of alluvium; 

(8) depth to ground water; (9) character of bed rock. In addition to these, in Alaska, 

there is the prime necessity of investigating the distribution and character of ground 

frost, both permanent and seasonal. All the above factors influence working cost.

To obtain information concerning the various factors which have been enumerated 

above as influencing the cost of mining, it is necessary to penetrate the placer deposit 

and thus learn its thickness, condition, and contents. This may be done in one of 

two ways by drilling a hole through the gravels or by sinking shafts. 1

By the drilling method small samples are obtained. Briefly, out of each drill hole 

a cylinder of material about 6 inches in diameter is obtained from grass roots to bed 

rock. A prospecting shaft 3 by 6 feet has a cross-sectional area about 50 times as great 

as that of the drill hole. Thus the volume of material obtained from the shaft is often 

50 times as large as that from the drill hole. As a matter of fact, the usual proportion 

of samples is very much less than this, for often but a small part of the material excavated from shafts is tested. The writer has seen a sample taken from a shaft 10 by 

10 feet and 20 feet deep that was actually smaller than would have been obtained in 

a drill hole in the same ground.

PROSPECTING BY CHURN DRILLS.

The essential features of the drill method of prospecting are sinking a pipe to bed 

rock and extracting and testing the material that is included within the pipe. Drilling may be done by machinery run by steam or gasoline engines, or by hand alone, 

or by combined hand and animal power.

POWER DRILLS.

The steam .and gasoline drills are essentially alike in operation and equipment. 

Inasmuch as the gasoline engine is more delicate, less reliable, and less flexible in 

operation than the steam engine,2 it is from these considerations alone inferior, although 

it may, on account of difficulty of transporting fuel and supplies, be preferable in some 

places.

The actual drilling with a power churn drill involves three operations: (1) Driving 

a pipe to obtain a core, (2) drilling this core to prepare it for pumping, and (3) pumping and hoisting this drilled material from the pipe and discharging it into a receptacle 

for testing. Each of these operations requires changes of tools and manipulation, and 

they are continued until the hole is finished. First, a heavy 6-inch pipe (weighing 

20 pounds or more per foot) is driven into the ground 1 foot at a time by striking it on 

the upper end with a pair of driving clamps. These are clamped to the stem of the 

drill, which hangs inside the pipe from a cable sustained on the derrick of the drill 

by which the driving is being done. The drills, stem, etc., weigh about 1,000 pounds 

and strike about 55 blows per minute, raising and dropping the tool about 3 feet at 

each blow, though the length of blow can be adjusted to 18, 24, or 36 inches. It is 

obvious that a heavy blow can be struck and that the pipe must be strong and well 

prepared for such hard usage. A drive shoe is screwed to the bottom of the pipe. 

This is extra heavy and of metal sufficiently tough to penetrate gravel. A driving 

head is screwed to the top of the pipe to take the blows delivered by the driving 

clamps.

The cable can be reeled in or out while the driving or drilling or pulling is being 

carried on. After the pipe has been driven a foot or so, the driving clamps are removed 

and the core is drilled within a few inches of the bottom of the pipe. The drill is a

1 For convenience of treatment all openings that permit the entrance of a man, such as vertical shafts, 

inclined shafts, drifts, upraises, winzes, vertical, inclined, and horizontal cuts, are included under the 

bead of shafts.

* Since this was written the gasoline engine has been so improved and is now in such universal use that 

the above statement no longer holds true. A. H. B.
PLACEE MINING.

chisel-shaped tool. Its action is to crush rather than to cut, and it breaks hard material, which is generally brittle, at a rapid rate 1 foot in 3 to 10 minutes in 

medium-sized loose to coarse indurated gravel. When the core has been drilled, it 

is pumped from the pipe. The vacuum pump, hanging on a different cable from that 

of the drill, has a length of about 8 feet and an inside diameter of about 4$ inches. 

A piston operates inside the barrel of the pump in the following manner: The pump 

is sustained by a rope attached to the piston at the upper end. When the pump is 

hanging on this rope, the piston is against a stop in the upper end of the pump barrel. 

In using the pump it is dropped suddenly into the pipe and slack line is allowed to 

pay out. The piston thus drops to the lower end of the pump barrel. The slack rope 

is reeled in rapidly, the plunger in sliding up inside the pump barrel creates a partial 

vacuum, and material is thus sucked in through the bottom of the pump and held 

by a plain flap or clack valve. When the piston strikes the stop at the upper end of 

the pump barrel, the pump is picked up and then hoisted from the pipe with its content of water and drilled material. There is an opening in the side of the pump barrel 

near the top, at such a height that the piston passes above it as it is hoisted to its stop. 

The pump is then emptied into a receptacle through this opening.

The methods of separating the gold from the materials obtained by drilling will not 

be discussed here in detail. Ordinarily the sample is panned or rocked, the various 

characters of the alluvium are observed and noted, the metallic content is saved and 

weighed, and the average value per cubic yard of the alluvium is calculated.

After the hole is finished the pipe is withdrawn from the ground by pulling. A pulling head is screwed to the top of the pipe, being so arranged that as the drill cable is 

alternately shortened and lengthened an upward blow is struck by the pulling hammer, which works inside the pipe. A blow almost if not quite as strong as that given 

in driving is thus obtained and the pipe is pulled from the ground. This is the hardest 

work the drill has to do and most of the breakages occur during this operation. Under 

average conditions, about 10 to 20 feet per day of 10 hours can be drilled in this way. 

* # *

A frozen condition of the alluvium makes peculiar operation necessary. Sinking 

with a drive pipe in frozen ground is often conducted by drilling about 8 to 10 inches 

below the drive shoe, driving for 12 inches, and then pumping. As it is difficult to 

drive in frozen ground an extra heavy pipe must be used; water heated by live steam 

from the boiler is kept in the drive pipe to prevent its freezing solidly in the ground. 

The pulling of the drive pipe from frozen ground is difficult and chain blocks are often 

used.

Frozen ground is frequently drilled by steam drills without using a drive pipe. 

Such procedure is justifiable only when the drilling is merely to locate a channel. 

It is not good practice to drill without a drive pipe if accurate determination of the gold 

content is to be made, as material is sloughed off the sides of the drill hole by the water 

thrown into the hole during the drilling, and thus inaccurate sampling is done. * * * 

As much as 75 feet is said to have been drilled in 10 hours.

HAND DRILLS.

The hand-drilling outfit consists of a casing (lighter than drive pipe) with a toothed 

cutting shoe screwed to the lower end. A platform is placed on top of the casing and 

men standing on the platform operate one of a variety of tools inside the casing, alternately raising and dropping the tool as in churn drilling. At the same time other men 

rotate the casing by means of poles attached to the platform, or a horse harnessed to a 

sweep. The casing with its cutting shoe, by its own weight and that of the platform 

and men standing on it, cuts into the ground, there being but little friction to overcome, as it is kept loose by rotation. A tool which drills and pumps material into its 

barrel simultaneously is generally used. Thus the casing is sunk and the material is
280 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

drilled and pumped at one operation, with the same result that is obtained in the three 

operations of the power drill. Several kinds of pumps are used, equipped with ball 

or flap valves. The pump fits the casing and as the pump is dropped it causes a rush 

of water into the barrel from below, the drilled material being carried into the barrel 

and held there by the ball valve.

The casing is pulled from the ground by leverage; a pole 25 feet or more long can be 

used. As a matter of fact, it is seldom necessary to use much force, for the casing is 

rotated while being pulled and it is customary to pull it at the rate of 30 feet or more 

per hour. It is obvious that there will be less wear, tear, and breakage while using 

this device than with a steam churn drill. The means of sinking and withdrawing the 

pipe are easy and effective and they subject the pipe to much less severe usage; 

moreover, the process is more rapid. The hand churn drill is essentially a combination core and percussion drill. The cutting shoe obtains the core like a core drill, 

partly preparing it for drilling and pumping, while the tool works simultaneously by 

percussion on the core and as a pump.

This type of hand drill is well suited to prospecting in Alaska. When equipped to 

drill 30 feet deep the whole outfit weighs about 1,000 pounds It makes up into oneman packs with a maximum weight of less than 75 pounds each, and so is particularly 

advantageous in inaccessible districts. It will sink from 20 to 40 feet of 5-inch hole 

through medium-size gravel in 10 hours if not working at too great a depth. It does 

not work at depths of more than 75 feet without a spring pole or other device to help 

support the weight of the rod and tool. It requires 5 to 7 men or 5 men and 1 horse to 

run it, depending on the depth being drilled and the method of rotating the casing.

A more recent note on the use of the hand drill has been published 

by Henshaw.1 The following extract is quoted from his report:

In 1908 the Wild Goose Mining & Trading Co. began the systematic development of 

its extensive properties on Ophir Creek. During the last two seasons the ground has 

been thoroughly prospected, mostly with the hand drill. The stream bed of Ophir 

Creek lends itself readily to the use of this machine. The gravels are of moderate 

depth, 8 to 15 feet as a rule, unfrozen, and contain no large rocks. A relatively light 

5-inch drill was used, which could be operated by three men. It consisted primarily 

of a tripod, carrying a pulley, through which was passed a rope, to one end of which is 

attached the drilling tool and to the other the pump. The casing is driven by the 

impact of a rammer and not rotated except in pulling. It thus differs somewhat from 

the hand drill as described by Hutchins,2 being lighter and simpler. A steam-power 

drill was first used for this work, but was given up in favor of the hand machine. In 

some parts of Ophir Creek, where the flow sinks into the bedrock at low water, shafts 

were used instead of drill holes, as the lack of water is an advantage in sinking them, 

while it practically prevents the use of the drill.

The following extract is a continuation of the quotation from 

Hutchins:

COMPARATIVE MERITS OF POWER AND HAND DRILLS.

Both of these drills have merits in their application to prospecting in Alaska. 

Rapidity, cost, and accuracy are the three prime considerations in any drill test.

The churn drill, operated by steam, works more rapidly when actually drilling, and 

so is well adapted to deep ground where moves are infrequent. Where there are 

many moves to be made, as in drilling shallow alluvium, particularly where the

»Henshaw, F. F., Mining in Seward Peninsula: Bull. U. S. Geol. Survey No. 442,1910, p. 361. 

* Hutchins, J. P., Prospecting and mining gold placers in Alaska: Bull. U. S. Geol. Survey No. 345, 

1908, p. 61.
PLACER MINING. 281

surface is rough or swampy, the hand churn drill, because of its mobility, will often 

drill a greater number of feet in a given time than the steam churn drill. The hand 

drill, however, will not penetrate as large bowlders as will the steam drill.

The cost of operation per day of a hand churn drill in Alaska will be generally less 

fjian that for a steam churn drill and the expense for wear and tear and breakage is 

very much less.1 There is very little lost time for breakage when using the hand 

drill.

The more inaccessible the deposit under investigation the greater will be the 

advantage in favor of the hand churn drill in operating cost.

The first cost of the hand churn drill at the factory is less than one-half that for 

the steam churn drill. Moreover, freight charges are much greater on the steam drill, 

which weighs with its equipment ten to fifteen times as much as the hand drill. 

Transportation into inaccessible districts in Alaska is very costly, and a steam drill 

at its destination may cost several times its factory price.

The core obtained by the hand churn drill with rotated casing is probably more 

nearly representative of the material being sampled than that obtained by driving 

the pipe of a steam drill. The hand drill needs but infrequent driving to sink the 

casing, and as the driving is done while the casing is being rotated it has a maximum 

effect and therefore less is required.

It may be said in general that where the deposit to be investigated is deep and 

accessible to supplies and machine shops and the surface is not very swampy the 

steam churn drill will do the cheaper and more rapid work; where the ground is 

shallow, swampy, or inaccessible the hand churn drill will give better results. Even 

if the hand drill were more costly to operate per day or per foot, it would still be a 

better and cheaper device for prospecting inaccessible areas where the expense for 

transportation, renewals, and repairs is very high.

SAMPLING.

The prime object of the drilling method in testing placer ground is to obtain a 

sample, which is a cylinder of material of a known diameter from the grass roots down 

to and into bedrock as far as ore 2 is found. A pipe is used to penetrate the deposit 

ahead of the drilling and pumping tools, being kept far enough in advance so that 

only the material subtended by the shoe on the pipe will be included in the core. 

The main essential of any sampling with a drill is to get only the material that is 

properly the core, neither more nor less. The whole operation must be conducted 

with this feature in mind, and all else should be sacrificed to attain accuracy in this 

respect. Any phase of operation that results in getting too much or too little core 

material introduces errors. The ratio of the volume of a sample from a drill hole to 

the volume of the material represented by the sample is about 1 to 100,000 when one 

drill hole per acre is sunk. Any errors are thus largely magnified in the calculations 

of average gold tenor. In sampling a lode the ratio of the volume of the sample to 

that of the lode is often 1 to 5,000.

Suppose that the drill operation is being conducted in 50-foot ground. Then the 

volume of the sample will be about one-third cubic yard, or about 50 pans of material. 

If the drilling is so done that each of 45 of these pans contains 1 milligram of gold, 

worth 0.06 cent, which ran in from outside the pipe and does not belong to the core, 

and if the other 5 pans of material indicate a gold tenor of 10 cents per cubic yard 

and this is the true average for the sample, then the apparent gold content will be 

18 cents per cubic yard. If this hole were supposed to test an acre, it would indicate 

a gross gold content of $14,520, instead of $8,067, the true figure. This error results

i The writer has used this drill where there were no blacksmith shops. A grindstone and files were used 

to sharpen tools when necessary, and this was not frequent. 

* Ore in its mining sense is material that has a valuable content sufQclent to make tt profitable to work tt.
282 SURFACE WATEE SUPPLY OP SEWABD PENINSULA.

by obtaining an excess of gold of a total value less than 3 cents in a drill hole 50 feet 

deep. Thus a small error in testing ground may lead to a very large error in estimating the value when calculations are made. Such errors have been made in 

actual practice.

When large bowlders are encountered while prospecting with either steam or hand 

drills, it is necessary to drill below the pipe before it can be sunk. When this is 

necessary the pipe should be sunk through the drilled material before pumping is 

done, to insure against obtaining material not properly a part of the cor©.

DRILLING SEASON.

Prospecting by drilling can be done at all times of the year, even in winter. Areas 

that are marshy in summer can be more easily tested with a steam drill in winter, 

for then the surface is frozen and the heavy drill can be moved without miring. It 

is easier to drill a stream bed from the ice when the stream is frozen than to test it 

with the steam drill from a scow.

Seasonal frost interferes with drilling in winter, but ground permanently frozen 

can be drilled in winter as rapidly as in summer. Very cold weather is liable to 

cause inaccuracies in handling material from the pipe. A small tent warmed with 

a stove affords shelter for the panner and should be used.

RELIABILITY OP DATA PROCURED BY DRILLING.

If extensive work has been done in Alaska at any place where exploitation was 

preceded by close drilling, the information obtained, so far as the writer knows, has 

not been published, and therefore figures comparing prospecting and operating results 

in that Territory can not be given. It is possible, however, to give some data of value 

from other regions where drill holes have been checked by subsequent exploitation. 

In regions where ground has been tested by close and systematic drilling, the results 

of extensive subsequent mining have shown the reliability of this method of prospecting. A great amount of care must be exercised in any prospecting of alluvium 

in Alaska. Gold occurs generally in extremely irregular pay streaks. Any prospecting, to be reliable, must be of such scope as to delineate these pay streaks and 

to determine their bearing on the average gold content of the total volume of alluvium 

under investigation.

When the drill method is used to locate bonanzas and not to make a.fair test of 

large areas of low-grade alluvium, the results give false averages. When prospecting 

with drills is properly done the results are reliable. Accuracy, however, has been 

sacrificed to speed in many tests, as where the drilling has been done without a pipe. 

The drill method has been badly abused and much of the information so acquired 

will prove unreliable; but there is no reason why drill prospecting should not be as 

trustworthy in Alaska as in the States, where results attained by well-conducted 

drilling are accepted without question.

PROSPECTING B7 SHAFT.

Shaft prospecting consists in making openings of such size as permit a personal 

inspection of the alluvium. Under this general head will be included, for convenience, shafts, inclines, winzes, upraises, drifts, and horizontal, vertical, or inclined 

open cuts. The advantage of shaft prospecting is obviously that it permits a close 

inspection of the alluvium and the obtaining of large samples. Any peculiarities of 

the alluvium and bedrock can be examined in detail. Large samples tend to compensate for irregularities in the distribution of the metallic content and thus are more likely 

to indicate a true average of the material being tested. The material excavated from 

the openings is panned, rocked, or sluiced, and its metallic content is saved.
PLACEE MINING. 283

The reliability of the shaft method of prospecting is treated below. Some incongruous work has been done by the advocates of shaft prospecting, many of whom 

claim that it is a far superior method to that of drilling. They have sunk shafta 

and other openings of considerable size and then merely panned a very small 

proportion of the excavated material. The samples so panned were taken with 

little regard to the requirements for obtaining a fair average, and in a generally 

unsystematic and irregular way. Such inconsistencies are often seen and the 

advantage possible in getting large samples by shaft prospecting may be entirely lost 

by careless sampling of the excavated material.

CHOICE OF PROSPECTING METHOD.

of the ground. The practical limit

Without regard to the geology, al Alaekan placers may be classified as shallow or 

deep. For convenience of consideration in this paper, all placers less than 25 feet 

deep are arbitrarily called shallow. Such placers, at or near sea level, if so wet as to 

require pumping, can be investigated with shafts while the pump is set on the surface

of suction at sea level is about 25 feet. Placers

deeper than 25 feet or of less depth and at higher altitude, if wet, must be drained by 

sinking pumps to the necessary depth. This necessitates a larger shaft to accommodate 

the pump, pipes, etc., and obviously will increase the cost per foot.

The choice of prospecting method is governed by a number of considerations, some 

of which are influenced by condition 3 foreign to the actual prospecting. For instance, 

a deposit well adapted to investigation by the steam drill may be so inaccessible as to 

make it good practice to use hand i rills or shafts instead. The rapidity, cost, and 

accuracy are the governing factors in making a choice of method. Many deposits 

have features that make one methoc particularly applicable. In some places conditions are such that either the shaft or the drill method may be employed with equally 

good results; both may be used advantageously. The frozen condition of many of the 

Alaskan placers makes it possible to use the shaft method in alluvium which, if 

unfrozen, could be tested by shafts only at a large cost for pumping and timbering.

Where shallow narrow creek beds are to be prospected it is often good practice to 

make open cuts clear across the bed, or far enough to delimit the pay streak. Such 

creeks generally have extremely irrej jular pay streaks, and cuts of this character would 

determine the distribution of gold content with thoroughness. Work like this may be 

 costly, but the compensating advantages often justify it.

In a shallower placer less than 10 feet deep and containing no water, or so little water 

that it can be easily bailed, prospecting can generally be more cheaply and rapidly 

done with shafts or open cuts than with drill holes sunk with a steam churn drill. 

Material can be thrown out of a shaft 10 feet deep and no timbering is ordinarily 

required if the shaft is kept free of water during the sinking. Only one man per shaft 

is required if there is only a small amount of bailing and if the gravel is unfrozen and 

easily broken down. * * *. Un< ler such conditions the steam churn drill is at a 

disadvantage, for much time may be consumed in frequent moving from hole to hole. 

This is particularly true if the surface is so rough or marshy as to make moving difficult. 

The hand drill, being mobile, can 1 ie used advantageously in such shallow gravels, 

where it can generally drill 25 to 40 ;:eet or more per day * * *.

If the alluvium to be tested has a c epth of about 25 feet and is so wet as to require a 

steam pump, drill methods are more applicable than shafts. Such unfrozen gravel is 

generally loose or becomes loose on exposure to the air or by reason of water running 

into the shaft. Shaft sinking will be slow and costly, as close timbering and breast 

boarding or sheet piling may be necessary. Samples taken under such conditions 

are likely to be inaccurate, for running ground may enter the shaft. The fact that the 

material from the shaft is shoveled under water, possibly from a rough bedrock or 

from a soft bedrock, which may become sticky by reason of the man puddling it as he
284 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

works, also introduces inaccuracies. Such conditions are not exceptional; on the 

contrary, they are generally encountered in prospecting the loose, low-lying gravels of 

Btream beds. When greater depths are attempted in such ground, the same difficulties 

are encountered in greater degree; the cost of the work may be prohibitive and the 

samples so unreliable as to be worthless. Under such conditions the churn drill 

method is preferable. The circumstances that cause slow and costly progress and inaccurate sampling with shafts have no bad effect on steam or hand churn drills. In 

general, where the gravel is dry, as accurate or more accurate sampling can be done 

with shafts as with drill holes, but the presence of water in such volume as to require 

pumping makes drilling preferable.

It is often good practice to use both drill holes and shafts, the idea being to use only 

enough shafts to allow inspection of the physical character of the gravel, bedrock, etc., 

and to depend on the drill holes for the determination of the tenor, extent, and thickness of the gravel. If a certain sum is allotted for an examination, this sum will 

generally, on account of the greater cost of shaft prospecting in wet gravel, pay for the 

sinking of fewer shafts than drill holes. It is a question whether it is better to have a 

few large samples or many small samples from a deposit. The peculiar conditions of 

the alluvium under consideration must therefore be the determining factor*

The irregularity of gold distribution in the alluvium of Alaska makes careful prospecting necessary in order to determine the limits of the pay streaks. Many samples 

may thus be needed. As a general rule, drill holes are better suited to this work, for 

they can ordinarily be sunk more rapidly and more cheaply.

Where bench gravel is to be tested, cuts can be easily made. Vertical sampling is 

thus done, and this method has been used with good results. It is assumed that gravel 

in the same stratum or at the same perpendicular height above bedrock has the same 

general tenor and characteristics.

Prospecting has so far in this paper been treated as the obtaining of samples merely. 

Sometimes it may be conducted as a working test. This is particularly applicable 

where there is an available water supply. Thus cuts may be ground-sluiced through 

bench gravel and considerable amounts of material washed. Such cuts also permit 

subsequent sampling of the gravel section to good advantage. Inasmuch as this is a 

working test, data relative to operating cost may thus also be obtained.

A governing factor in the choice of the prospecting method is the kind of information 

that is required. Thus in testing alluvium thought suitable for hydraulicking, information concerning the section of gravel from grass roots to bedrock is desired, and generally this can best be obtained by sinking shafts or drill holes. In testing alluvium 

for drift mining little information is required in regard to any part of the gravel section 

except that adjacent to bedrock. Openings that follow this lower stratum will, of 

course, give a maximum of information with a minimum of excavation.

The last few years have witnessed many changes in the attitude 

of mine operators of Seward Peninsula toward systematic prospecting. 

Formerly prospecting was carried on for the most part incidentally 

to some development work and almost no attempt was made to 

evaluate the alluvium before installing mining plants; but now most 

of the large companies carry on systematic determinations of the 

character, dimensions, and gold content of the alluvium before 

installing mine equipment. Such procedure, always essential if 

success is to be assured, is especially important to dredging enterprises, which must be based on exact knowledge of amount of goldbearing alluvium, distribution of values and of permanent ground
U. S. GEOLOGICAL SURVEY WATER-SUPPL

A. MINING WITH ROCKER ON BEACH AT BLUFF, 1900.

B. USING LONG 'I uivi IN£AK NOiVlt

PLACEB MINING. 285

frost, and character of bedrock. With the prospecting methods 

now in, use, the element of chance should be very largely eUmioated 

from this form of mining.

MINING.

GENERAL PRINCIPLES.

The general principles of placer mining are very simple and will 

probably require no explanation to those who may have occasion 

to consult this volume. They consist of excavating the gold-bearing 

alluvium either by hand, by mechanical means, or by the aid of 

water under head, transporting the auriferous material to the sluice 

boxes, which can be accomplished by hand, by various mechanical 

devices using horses or steam power, or by the aid of water under 

head, and separating the gold from the dross in the sluice box, which 

requires water under head. The average grade of sluice boxes is a 

fall of 6> inches to 12 feet, or 220 feet to the mile. In hydraulic 

mining and in the use of scrapers, steam shovels, and dredges the 

excavating of the material and its transportation to sluice boxes is 

performed by one operation.

The Seward Peninsula placer-mining industry had its beginnings 

in the simplest form of mining with pick, shovel, and rocker, and 

from this stage it-has passed gradually to operations requiring extensive equipment and large investments. The change from the simple 

to complex methods, however, has by no means been universal. 

A visitor to Nome can at almost any time see men mining and separating the gold from the beach or bar diggings with shovel and rocker 

(PL IX, A), while close at hand a dredge of the latest design (PI. XVI), 

with a crew of a few men, is handling from 500 to 1,000 times as 

much gravel as the individual prospector. Many creek placers which 

annually yield gold are worked by hand, as were all the claims a 

dozen years ago. The most efficient method varies with the locality. 

A shallow creek placer of small areal extent and with a small amount 

of water, which may possibly be available during only a part of the 

season, can often be worked at a profit by the simpler methods, requiring no investment of capital, when a large mining plant on the same 

ground would be operated at a loss. With the rapid exhaustion of 

the bonanza deposits, however, the larger plants, which can profitably 

handle ground of low values, must be relied upon to maintain the 

annual gold output.

ROCKER AND LONG TOM.

The simplest appliance for mining and recovering gold from alluvium, which has been extensively used on Seward Peninsula, is the 

rocker. This mechanical device, which is illustrated in Plate IX, A,
286 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

and figure 11, is so simple and well known that it needs no description. 

Its most extensive use was during the height of the beach mining near 

Nome in 1899, when more than a thousand people employed this 

simple device, and with its aid extracted nearly a million dollars' 

worth of gold in less than two months. It is needless to say that 

these conditions have long passed, and the use of the rocker is now 

largely confined to a few beach miners. For extracting gold from 

very rich and shallow placers the rocker is an effective instrument 

but much of the fine gold is lost in its use. Purington * estimates 

that two men can handle from 3 to 5 cubic yards of gravel with one 

rocker in a day of 10 hours.

The long torn (PI. IX, -B) is a device which had its origin in New 

Zealand beach mining. It is in effect a small sluice box with a 

grizzly at the top, as in a rocker. It is only a little more effective than 

the rocker, and its use at Nome was confined to the period of beach

mining in 1899 and 1900.

OPEN-CTJT MINING.

Open-cut mining properly embraces all ordinary 

mining operations except 

drifting,- including dredging and hydraulicking, but 

these will be discussed under separate headings. In 

its simplest form such mining requires no equipment except pick, shovel, and sluice boxes, 

and no power except that of the water passing through the sluice 

boxes. (See PI. X, A) It is well adapted to rich, shallow gravels not 

more than 7 feet in depth, where the grade of the stream is sufficient 

for the sluice boxes and where the pit can be drained by a bedrock 

flume. The daily duty in this form of mining is probably from 5 to 8 

cubic yards to the man. If the average is 6 cubic yards and the 

average price of labor is $5 a man, it will be evident that the handling 

of the gravel alone will cost 83 cents a cubic yard. To this must be 

added the cost of dead work and of the water supply. It is probable 

that there has been little profitable mining of this character where 

the value of the gold content was less than $2 a cubic yard. For the 

mos£ part, the yield would probably be $3 or $4. Purington 2 states 

that the average cost of 10 plants which he investigated in Seward 

Peninsula in 1904 3 was $1.87 a cubic yard. Such a general statement, however, is apt to be found in error when applied to an indi1 Purington, C. W., Methods and costs of gravel and placer mining in Alaska: Bull. U. S. Geol. Survey 

No. 263,1905, p. 56.

2 Op. cit., p. 38.

3 In 1904 wages in Seward Peninsula were $5 a day and board, amounting to $6 or $7 a day.

==£==

FIGURE 11. A Klondike rocker.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314- PLATE X

A. OPEN-CUT MINING ON BENCH OF GLACIER CREEK.

B. GROUND-SLUICING ON GLACIER CREEK.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE XI

A. GROUND-SLUICING WITH HYDRAULIC GIANT ON ANVIL CREEK.

B. MINING WITH HORSE SCRAPERS ON GOLDBOTTOM CREEK.
PLACES MINING. 287

vidual mine. For example, the management of one mine on Seward 

Peninsula reports that its average cost per cubic yard, using pick and 

shovel, was less than 50 cents.

Deeper ground may require two handlings of gravel before it 

reaches the sluice boxes by use of either a platform or a wheelbarrow. 

The result is to decrease the duty per man and to increase the cost of 

mining. In the absence of bedrock drain a pump may have to be 

used to get rid of seepage water, and this will also increase the cost. 

Where water is available and the stream gradient permits, the overburden can be groundsluiced off, thus reducing the amount of material handled with shovels. (See Pis. X, B, and XI, A.) That part of the 

overburden which is made up of humus and silt yields readily to a 

stream of water. The land is sometimes plowed before water is 

turned on. The absence of timber in the peninsula does away with 

the necessity of clearing the land before ground sluicing.

Various mechanical devices are used to supplement manual labor 

in open-cut mining. One of the simplest of these is the horse scraper, 

which may be used not only for excavating but also for transporting 

the gravels to the sluice boxes. (See PL XI, B.) Scrapers operated by 

steam or gasoline engines are also in extensive use, and the equipment 

can be installed without much expense. Both are effective where 

the ground to be mined is not too deep. In many places the combination of groundsluicing to reduce the bulk of the gravel with the 

use of horse or steam scrapers is economical and effective. Purington 1 has estimated that two horses and a driver can excavate and 

transport 75 feet to sluice boxes 30 to 40 cubic yards a day, an amount 

of work equivalent to the duty of 6 to 10 men. The capacity of a 

steam scraper is much larger and is estimated at 700 to 1,000 cubic 

yards a day.

The drag-line or bucket-scraper excavator has, so far as known to 

the writer, not been used in Alaska. The original cost of these 

machines is small compared with dredges, and they are, moreover, so 

light as to make their transportation possible to localities where the 

cost of transporting a dredge would be prohibitive. Several descriptions of the operating of these machines have been published in technical journals.2 The most complete account of the application of 

this new excavator to placer mining which has come to the notice of 

the writer is one published by Hutchins.3 As this machine seems 

destined to play a part in the mining industry of Seward Peninsula, 

the following statement is quoted from Hutchins's article:

The drag-line excavator is a comparatively new machine and was evolved in the 

course of excavating ditches and canals in the vicinity of Chicago. It consists of a

»Purington, C. W., op. cit, p. 60.

* Bucket scraper for use in placer mining: Min. and Sci. Press, July 9, 1910, p. 43. Scraper bucket 

excavator in placer mining: Eng. and Min. Jour., Aug. 13, 1910, p. 315. Talbot, F. A., A new type of 

giant excavator: Eng. and Min. Jour., Sept. 17,1910, p. 564.

» Hutchins, J. P., The drag-line excavator: Min. Mag., vol. 3, November, 1910, pp. 359-363,
288 SUBFACE WATER SUPPLY OF SEWAED PENINSULA.

car mounted upon wheels or rollers with a crane up to 100 feet in length. This crane 

can be raised or lowered by hand or power, thereby regulating the height of the dump. 

On the end of the car opposite to the crane there is a boiler working at about 110 

pounds. This acts as a counterweight to the crane. The engine, about 10 by 12 

inches, is geared to two drums, which are operated by friction clutches actuated by 

steam, compressed air, or by hand. These drums are geared so that one gives slow 

speed and heavy pull to the drag line while the other works the hoist line at faster 

speed. Two ropes lead from the two drums, namely, the hoist line to the end of the 

crane over a sheave and to a bucket and the drag line, through two "padlock" sheaves 

on the end of the car to a chain bridle on the bucket. The bucket may have a capacity 

up to 3 cubic yards. There is a sheave on the bail of the bucket and a short compensating rope that runs from the forward or digging end of the bucket over this sheave 

and out to the drag line. A swinging engine works through a rack and pinion to 

rotate the machine through a complete circle or operates through cables like the bull 

wheel of the swinging device of a derrick. In the latter case the crane can not swing 

through 360 degrees.

The operation is as follows: By means of the brake of the hoist-line drum the bucket 

is lowered into the material to be excavated. The drag-line friction is thrown in and 

the engine started. The bucket is thus dragged toward the car and it fills exactly as 

a scraper does. Since the 1^-cubic-yard bucket weighs 3,700 pounds and can be 

tilted by braking on the hoist-line drum and so tilting the digging teeth into the material, it excavates at a rapid rate even though digging 35 feet or more below the track 

upon which the car is sustained.

When the bucket is full the friction clutch is disengaged from the drag-line drum 

and engages the hoist drum; the bucket is hoisted, the brake being kept on the dragline drum slightly so as to keep the compensating line taut. By keeping this line taut 

the bucket is maintained in an approximately horizontal position and the excavated 

material does not fall out of it. The bucket is hoisted and swung simultaneously to 

the dumping point; then the brake is released from the drag-line drum and the bucket 

immediately takes a vertical position, because it is articulated to the bale near the end 

opposite to the teeth, and the weight of the digging end plus the material in it make 

the bucket assume a vertical position. Thus a rapid discharge ensues.

This is the simplest type of bucket, and being easily described it has been selected 

from several for illustrating the working, of the drag-line excavator buckets in general. 

There are others with devices that give more or less freedom of loading and dumping, 

besides extending or limiting the radius of dumping.

The bucket above described can only be dumped at a point directly under the end 

of the crane. A drag-line excavator with a 1.5 cubic yard bucket was installed last 

summer in eastern Siberia by C. W. Purington for the Orsk Goldfields (Ltd.), on a pile 

of tailing resembling in shape the slag pile at a smelter. It had an approximately 

level top 30 feet above the bed of a creek, in which it was piled with an approximately 

oval outline. This tailing had been discharged from dump carts pulled by horses. 

The excavator was placed on a track on top of the pile, and a 2J foot sluice was installed 

on a grade of 8J inches per 12 feet, or approximately 5.5 per cent, parallel to the excavator track and 50 feet distant from it.

The excavator was provided with a crane 60 feet long, and so made a cut about 115 

feet wide. Much of the time material was dug 30 feet below the track.

The rate of digging was about 30 cubic yards per hour, although water was nearly 

always scant, and it was not possible to work at top speed. * * * Two men per 

shift were required to run an excavator, an operator and a fireman; three men were 

needed on the track and to tend the sluice and dump. From 5 to 6 cords of wood per 

24 hours were burned.' Electric power has been used on drag-line excavators.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE XII

A. OPEN-CUT MINING wIlTH DERRICK AND BUCKET HOIST ON OPHIR CREEK.

B. PLACER MINING WITH TRACK AND INCLINE ON OPHIR CREEK.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE XIII

A. OPEN-CUT MINING WITH HAND TRAMS ON OPHIR CREEK.

E. MINING WITH STEAM SHOVEL ON ANVIL CREEK.
PLACEE MINING. 289

Among other advantages this excavator lias a large radius of action; it can dig a cut 

over 200 feet wide with a 100-foot boom. It can be moved more easily than a steam 

shovel, by dropping the bucket in the direction it is wished to move and, after removing the chucks, pulling on the drag line. More than 50 per cent of capacity can be 

obtained while moving by digging in a direction transverse to the line of track. The 

bucket is tight, so that there are no losses as with a dipper. It can excavate under 

water, and therefore is useful in exploiting wet creek beds, where it can be employed 

in conjunction with a sluice sustained on a scow or a plant consisting of screen, tables, 

and stacker sustained on a scow. With either of these latter arrangements mobility 

hardly inferior to that of a floating dredge can be secured and a plant to have 1,200 to 

2,500 cubic yards capacity can be installed for about $15,000 to $40,000 in most of the 

known placer regions.

It seems possible that the drag-line excavator might be utilized to 

mine the alluvium of the present beach line and adjacent portions of 

the gravels underlying the tundra. Most of the mining on the present 

beach was done with rockers and much of the fine gold was lost.

If this material could be handled by mechanical means the remaining gold could probably be profitably recovered. Many of the 

tailings from the older beaches and other deposits could probably be 

economically mined by this method.

Where open-cut methods are used in mining deep gravels, or where 

sluice boxes are elevated to provide a dump for the tailings, steam 

bucket hoists (PL XII, A), derricks, or cars with inclines (PL XII, B) 

are used. If the operations are on a large scale and the distance to 

the sluice boxes warrants it, hand tramcars (PL XIII, A) are employed. Steam shovels (PL XIII, B) have also been used in connection with hand trams and inclines operated by steam. The 

description of these various devices is beyond the scope of this 

article.

HYDRAULIC MINING.

Hydraulic mining comprising those operations in which water 

power alone is used to excavate the gravels and move them to the 

sluice boxes has not been an important factor in the gold output 

of Seward Peninsula, partly because of the relatively small amount 

of water available under sufficient head, and partly because the 

stream gradients are such that some special device for the disposal of 

the tailings must usually be provided. Hydraulicking has, however, 

been extensively used to supplement other forms of mining, chiefly 

in ground sluicing (Pis. X, B, and XI, A) for the purpose of removing 

the overburden and concentrating the gold-bearing alluvium, which 

is subsequently shoveled or scraped into the sluice boxes. A number 

of hydraulic plants have been successfully operated, but they are 

rather exceptional in this province. In several districts hydraulic 

mines are operated during wet seasons. The discontinuance of 

operations during the dry part of the summer leaves a heavy burden 

63851° WSP 314 13 19
290 SURFACE WATEE SUPPLY OF SEWAED PENINSULA.

of interest charges to be carried by the profits during the actual 

operations of the plant. The topography and water supply are such 

that water sufficient for hydraulic mining can usually be obtained only 

by long ditches, which require a large initial investment and considerable annual outlay for upkeep. (See pp. 255-263.) In spite of these 

drawbacks, extensive deposits of gravel on the peninsula will probably be worked by hydraulic means. At Daniels Creek a hydraulic 

mine (PL XIV, .4.) has been operated, except during dry weather, 

since 1905. Extensive benches along Kougarok River are admirably 

located for disposal of tailings, though the water supply is by no 

means ideal. The heavy bench deposits near Nome are in part so 

located that they could be hydraulicked by use of water from ditches 

already built, but at present the water is more valuable for other 

forms of mining.

The deposits on Grass Gulch, which form a part of this extensive 

gravel sheet, have been successfully mined in part by water which is 

pumped a form of hydraulic mining which, as a rule, has not been 

commercially successful. This plant is described as follows by 

Henshaw in manuscript notes:

Grass Gulch is a small stream less than two claims in length, rising in the AnvilDexter divide. It has a steep gradient averaging in the portion mined about 300 feet 

to the mile. A practically constant discharge of 12 second-feet of water was delivered 

to the ground by the Dexter branch of the Miocene ditch, which intersects the upper 

claim. Of the 12 second-feet of water 2.4 second-feet vsas pumped to a reservoir near 

the divide at an elevation of 115 feet above the ditch. The water for the giants was 

delivered from this reservoir through a 2f or 3 inch nozzle. Pressure at the nozzle 

varied from about 100 feet to less than 60 feet. The giants were set frequently so as to 

be close to the face to be worked and were so directed that they not only loosened the 

gravel, but also drove it toward the sluices. From the superintendent at this mine 

it was learned that in one pit rained during 1908 the volume of gravel moved during 

a continuous run of 88 hours, with 120 miners' inches of water delivered to the giant, 

was about 2,800 cubic yards a day, or nearly 2 cubic yards a minute. This gives a 

duty of over 20 cubic yards of gravel per miner's inch of water per day, which is 

believed to be one of the highest duties recorded. The secret of making this high 

duty was to keep the giants and the slip flumes close to the face. This required a 

considerable force of men, but was more economical than using a larger volume of 

water.

ELEVATORS.

Another use of water under head has been in hydraulic elevators 

(PL XV). Experienced engineers have failed to come to an agreement regarding the advantages and disadvantages of this use of water, 

and, therefore, the writer's opinion can have no value. Without doubt 

many hydraulic elevators have been installed in the past under conditions which, were not favorable to their use, and hence they were 

later rejected. On the other hand, a number of very successful 

plants have used hydraulic elevators for many years. The following 

data on the use of the hydraulic elevator are quoted from a manuscript 

prepared by Smith and Henshaw:
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE XIV

A. HYDRAULIC MINING ON DANIELS CREEK.

£. UNDERGROUND MINING IN FROZEN ALLUVIUM NEAR NOME.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE XV

HYDRAULIC ELEVATOR ON G UER CREEK.
PLACEE MINING. 291

The elevator will handle two-thirds to three-fourths of the amount of water used in 

the nozzle and lift it 12 or 13 per cent of the head under which the water acts. If the 

lift is increased the volume of the water handled is reduced, so that for a lift of 15 to 

16 per cent only about one-third of the giant water can be handled. On the other 

hand reducing the lift below 10 per cent of the available head does not increase the 

amount of water that can be handled. It is evident that this method is particularly 

applicable to placers having an even bedrock floor with a flat slope where abundant 

water is available.

A typical example of mining with the hydraulic elevator is at the Miocene Ditch 

Co.'s property on Glacier Creek. (See PI. XV.) This stream has a gradient of not 

more than 50 feet to the mile. The placer gravels are from 25 to 30 feet thick and are 

unfrozen, and the lift employed on the elevator has ranged from 40 to 50 feet. The 

pressure available at the nozzles in the bottom of the pit is from 350 to 380 feet, the 

greatest that has been used in Seward Peninsula.

The elevator is set near the middle of the stream bed, and a pit is worked upstream 

and to either side. On claim "No. 1 below" a pit 400 feet wide, 450 feet long, and 

about 30 feet deep was worked from one setting. Two giants with 3-inch nozzles were 

used, each discharging 200 miner's inches of water. 1 The 4J-inch nozzle on the 

elevator, discharging about 500 inches of water, was sufficient to handle this amount, 

as well as that which seeped into the pit.

The method generally used was to keep a nearly vertical face to the bank and to 

direct the stream from the giant against the base, thus loosening and caving the gravel 

and at the same time driving it toward the elevator. When the distance to the elevator was great, iron flumes were laid in trenches in the bedrock to facilitate the movement of the gravels. When practically all the gravel had been removed the bedrock 

was cleaned by pick and shovel work.

At different places variations of the method have been practiced. Where the 

bedrock is compact and the gold does not penetrate far it is not thought necessary to 

clean the bedrock more thoroughly than can be done with the hydraulic giant. The 

size of pit worked in one setting is also a variable feature, and the amount of water 

and the pressures obtained differ at almost every mine.

The hydraulic elevator and the dredge are the two methods of handling gravel that 

must be elevated, and the applicability of one or the other to a particular problem 

should be settled only by careful examination of the property by a mining engineer. 

Considered as a matter of power used to handle a given amount of ground the dredge 

is superior. A standard dredge with buckets of 5 cubic feet capacity will handle, say, 

3,000 cubic yards a day, using 250 horsepower. An elevator plant using 1,000 miner's 

inches of water, or 20 second-feet, with a head of 300 feet, will, under favorable conditions, handle nearly the same amount. However, the potential energy used is 

about 600 horsepower, or more than twice that used by a dredge performing the same 

work. Furthermore, on account of the time that it takes to reset an elevator the 

elevator will not be able to maintain more than about two-thirds the continuous 

capacity of the dredge, and therefore the advantage of power in favor of the dredge 

is perhaps in the ratio of 3 or 4 to 1. Also the number of men necessary to run the 

elevator will be three or four times as great as is required to run the dredge. If the 

ditch required for the hydraulic mining is 25 miles long the cost of bringing water to 

the ground to be worked, together with the capitalized cost of maintenance, would 

aggregate approximately $300,000. A dredge of somewhat greater capacity could be 

injstalled for less than half of this amount.

If, however, the ground to be mined is permanently frozen and the gold has penetrated far into the crevices of a hard bedrock, or if the bedrock surface is very irregular, 

as is common where limestones occur, the use of the hydraulic elevator would probably 

prove most advantageous. It has been demonstrated that where there is much sticky

»The miner's inch used by the Miocene Ditch Co. was equal to 1.2 cubic feet a minute.
292 SUBFACE WATER SUPPLY OF SEWAED PENINSULA.

clay the material is more thoroughly broken up by hydraulic elevators than by the 

dredge. Theoretically the various devices used on dredges, such as revolving trommels and shaking screens, are supposed to break up the lumps of clay, but actual 

experience shows that in many places they fail to perform this task satisfactorily.

The particular value of the hydraulic-elevator method in recovering the gold from 

a hard or irregular bedrock surface is not so much in actually winning the gold as in 

leaving an open pit, the floor of which can be cleaned by hand as thoroughly as the 

gold content justifies. It is safe to say that on certain rich claims, such as those on 

portions of Ophir Creek, in the Council region, and in certain sections of the Inmachuk 

region where limestone forms an irregular floor on which the placer gravels were 

deposited, the increased saving of gold by this means will more than pay the total 

cost of mining with the hydraulic elevator. Mechanical elevators, which have been 

successfully employed in the Klondike placer district, 1 have not been used in Seward 

Peninsula.

DREDGING.

Several small dredges were brought to Nome during the excitement of 1900. These were for the most part designed to excavate the 

beach sands and were too light for any other use. In later years 

several dredges, both of dipper and bucket type, were constructed, and 

some of them did effective work in mining rich deposits, but in general 

they were not designed or adapted to do the real work of a gold 

dredge that is, to handle efficiently a large amount of auriferous 

gravels which can not be economically mined in any other way. 

Although none of these earlier dredges achieved marked success, their 

operators should be credited with the pioneer work in this form of 

mining.

The present epoch of successful dredge mining dates from 1905, 

when the Three Friends dredge (PL XVI) on Solomon Kiver, about 

40 miles east of Nome, was installed, and the Blue Goose dredge at 

Ophir began to be operated. The Three Friends dredge was under 

the management of W. L. Leland, one of the leaders in ditch construction four years before. The success of this dredge was due 

largely to careful preparation before the machine was installed. The 

entire area of dredging ground was systematically prospected, so that 

the gold content, the depth and physical condition of the gravels, and 

the character of the bedrock were definitely known before the large 

investment necessary for the dredge was made. Had this example 

been followed by all dredging promoters most of the failures which 

have hurt the mining industry of the peninsula could have been 

avoided. The Three Friends dredge has been described as follows 

by Smith:*

Between Rock Creek and Johnson Gulch the ground is held by the Three Friends 

Mining Co., which is mining the gravels of the river by means of a large dredge of 

the Bucyrus type. The width of the valley floor at this place ranges from 400 to 

600 feet. The depth of the gravel varies much, but is on the average between 15

i Kickard, T. A., Mechanical elevators: Min. and Sci. Press, Mar. 20,1909, pp. 415-418. 

»Smith, P. S., Geology and mineral resources of the Solomon and Casadepaga quadrangles, Seward 

Peninsula, Alaska: Bull. U. S. Geol. Survey No, 433,1910, pp. 15&-159.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 314 PLATE XVI

GOLD DREDGE ON SOLOMON RIVER NEAR MOUTH OF JOHNSON GULCH.

PLACER MINING. 293

and 20 feet. This enterprise may be regarded in many ways as a model of the careful application of business principles to mining. The thorough and systematic 

prospecting of the ground by trenches and drill holes should serve as an example 

to all those contemplating mining by dredging.

The Three Friends Co.'s dredge was built in 1905 and began its first work in September of that year. It is similar in all essential respects to the dredges in use at 

Oroville, Cal. Each of the buckets is made of high-grade steel, weighs over 1,100 

pounds, and has a capacity of 5 cubic feet. The gravels, after having been elevated 

by the buckets, are dumped on shaking screens, and the material which passes 

through is distributed to tables, where the values are retained. The coarse tailings 

are fed to an endless rubber-belt conveyor and are stacked in ridges at the rear of 

the dredge.

The freezing of the tailings and the conveyor belt in the late fall or early spring 

was prevented by covering the stacker with old canvas and running a small exhauststeam pipe a short distance along the conveyor. By this means it has been possible 

to operate the dredge after the other creek operators have been forced to close down. 

The high cost of the coal used as fuel has led to the consideration of plans for a hydroelectric installation. In fact, the dredge was so constructed that the steam plant 

could be easily supplanted by electricity. Such a change would not only reduce 

the cost of power, but it would also permit increased production by reducing the 

time necessary for cleaning up.

A technical description of this dredge recently published by Rickard 1 gives some 

figures regarding the enterprise not heretofore available for publication. According 

to the article, the dredge cost $118,000 and was modeled after Exploration No. 2 

dredge at Oroville, Cal. Its capacity is 3,700 cubic yards a day, and its cost of operation is estimated at about 10J cents a cubic yard. If, however, the total cost is 

made to include not only the actual operating expense but also items to cover depreciation, maintenance, and amortization of the capital, the cost is brought up to 18 

cents a cubic yard.

While these statements of the cost of handling the gravel are of great interest, it 

seems wise to interject a word of caution against applying these figures to all dredging enterprises in Seward Peninsula. It should be remembered that such low operating expenses are possible only under particularly favorable physical conditions. 

All the ground to be dredged was carefully tested in advance of actual mining, and 

the area and extent of permanently frozen ground outlined so that it could be avoided. 

Most of all, however, sufficient acreage was obtained to outlast the life of the dredge. 

By attention to this last detail the amortization charges per year were greatly reduced, 

for it is evident that such charges are much lower where the installation will have a 

life of 10 years than where it will have one of only 5 years. In the case of the dredge 

in question the company, according to Rickard, controls 4,000 acres, of which less 

than 100 have been dredged out in the three years that the company has been operating.

Still another fact that has contributed to the success of the work at this point has 

been that the bedrock over the larger part of the area is schist, which is much more 

easily excavated than the hard limestone which can be handled only by very powerful dredges.

Another dredge on Solomon River owned by the Nome-MontanaNew Mexico Mining Co. is described by Smith as follows: 2

Just above Johnson Gulch, upstream from the Three Friends Co.'s property, another 

dredge operated by a different company was installed during 1908 in the short space

i Eickard, T. A., Dredging on the Seward Peninsula: Min. and Sci. Press, vol. 97,1908, pp. 734-740. 

 Op.cit., pp. 161-162.
294 SURFACE WATER SUPPLY OF SEWAED PENINSULA.

of seven weeks. It was not a new dredge, having been originally in use near Hope, 

Alaska, but it had seen so little service as to be practically as good as new. Almost 

the entire first part of the summer was lost from actual productive work in assembling 

the dredge and it was after September before mining began. Work was carried on 

until the close of the open season, about the end of the third week of October, and a 

large amount of gravel was moved. The chance of comparing this dredge, which is 

of the Risdon type, with the modification of the Bucyrus farther downstream, is 

exceptionally good and should afford considerable data for a rigid examination of 

the efficiency of each type.

In operation the 5-foot buckets raise their load of gravel to the level of the upper 

deck of the dredge and dump it onto an inclined plate, which directs the material 

into a revolving trommel. The oversize from this is discharged into flat pans which 

form a bucket conveyor, and the tailings are stacked at the rear of the dredge. The 

finer material, after passing through a screen, is fed to tables covered with cocoa 

matting, on which are laid expanded-metal riffles. No quicksilver is used on the 

tables. The greater part of the gold is caught in the upper part of the tables, but 

the lighter material, after it has left the tables, is carried in a sluice with riffles, and 

a small additional saving may thus be effected.

According to Rickard, 1 the actual operating expense at this dredge, without allowing for depreciation, interest, or amortization, is a little over 14J cents per cubic yard.

Two dredges near Nome, which were visited by Henshaw in 1908, are 

-described by him as follows: 2

Dredging bids fair to become an important factor in the working of the deposits of 

gold-bearing gravels in the coastal plain. Two large dredges were erected near Nome 

in 1908 one on Bourbon Creek near its junction with Dry Creek, the other on Wonder 

Creek just south of the third-beach line. The Bourbon dredge has a chain of 66 

buckets, close connected, of 9 cubic feet capacity, and a nominal capacity of some 

5,000 cubic yards a day. When first built, the bucket ladder was poorly balanced, 

and when digging near the water surface the heavy weight on the forward gantry sank 

the bow of the dredge so low that the deck was awash. When the machine was digging on bedrock, the bow was higher than the stern. This dredge was completed in 

August, 1908, and worked for a few days. An accident caused by the buckets coming 

into contact with the hull resulted in the sinking of the dredge, and it wa^ not raised 

in time to start again that season. In 1909 the dredge was thoroughly overhauled, 

the bow gantry, the tackles for hoisting the ladder and spud, and the supports of the 

revolving trommel were strengthened, and the sluices were essentially modified. 

A 6-inch sand pump was installed, which is sufficient to handle the sluice water from 

one side only.

The gravel in the channel of Bourbon Creek is mostly fine, fully 70 or 80 per cent 

of the total passing through the screens. The sluices are ill adapted to handling so 

much fine material, and it has been found impracticable to fill the buckets more than 

half full. The ladder is arranged to dig to a depth of about 30 feet below the water 

level. Much of the ground is deeper than this and it may be found necessary to 

lower the water level in the pond by pumping. The strip of ground being worked 

was only about 180 feet wide, and it was sometimes found necessary to cut into 

tongues of frozen ground in order to keep a sufficient width of face, thus causing an 

excessive amount of wear of the buckets and machinery.

The second large dredge, on Wonder Creek, carries a chain of 40 buckets of 7 cubic 

feet capacity, open connected, on a ladder 100 feet in length, and is adapted to digging 

40 to 45 feet below the water level. Wonder Creek is dry during a summer like 1909,

»Rickard, T. A., Dredging on the Seward Peninsula: Min. and Sci. Press, vol. 97, 1908, pp. 734-740. 

* Henshaw, F. F., Mining in Seward Peninsula: Bull. U. S. Geol. Survey No. 442,1910, pp. 357-358.
PLACER MINING. 295

and water to float the dredge had to be obtained from one of the ditches. The bedrock 

is about 50 feet deep, and the water surface was kept about 10 feet below the ground 

level in order to reach it. The water in the pool was used over and over and became 

very thick and muddy. The gravels are nearly as fine as those in Bourbon Creek, 

about 70 per cent passing through the screens. Considerable difficulty was experienced 

by the grounding of the stern in the deposits of fine tailings, and it was found necessary 

to make two settings of the spud in order to use the entire width of the cut, nearly 

300 feet, for dumping the tailings. A number of large bowldera and slab > of rock were 

encountered near bedrock, some of them at least 4 or 5 feet in length. These seemed 

to be handled without difficulty, but the dredge had to be stopped while they were 

removed from the buckets with a hoist block.

Both the Bourbon and Wonder Creek dredges are electrically driven with current 

generated from a power station located near the former. It was not learned just why 

the plant was built at this point instead of on the beach, where fuel could have been 

landed direct from the lighters instead of having to be hauled from 1 to 2 miles.

A dredge owned by the Blue Goose Mining Co. has been in operation 

in Ophir Creek for a number of years. This was one of the first 

dredges installed on the peninsula, and since 1905 has been steadily 

operated. It is described by Rickard 1 as follows:

The dredge has buckets of 5 cubic feet capacity, close connected, turning over a 

hexagonal upper tumbler and a pentagonal lower tumbler. The buckets empty into 

a hopper lined with steel plates, and thence the material passes over a sluice 4 feet 

wide and 22 feet long provided with cast-iron (Hungarian) riffles. Here as much as 

90 per cent of the gold is caught. Then come two shaking screen tables, made of 

perforated plates, each 14 feet long and with a movement in opposite directions. 

The perforations are three-eighths and five-eighths inch, successively. On the screen 

tables there are obstructions or stops (made of cast iron) so as to retard the flow of the 

gravel and disintegrate aay clay. The shaking screens have a 6-inch stroke, and the 

eccentrics run smoothly. Water is raised to the head of the top sluice by a 10-inch 

Morris sand pump, which also elevates the drip from the "save-all" in the well. The 

dredge is digging 14 feet under water; there is no bank above water except an occasional 

*******

foot or two of old tailing from early ground-sluicing operations.

When working full time, this dredge raises 1,000 cubic yards per day. It digs from 

1 to 4 feet of bedrock, which is a soft schist. On the pontoon there is a machine shop, 

smithy, and mess room. The crew take their midday meal on beard, and when the 

dredge is at work they must feel like the passengers on a Yukon steamer aground. 

During the season of 1907 this dredge worked for 110 days. The actual running time 

represented 69 per cent of the total time. The ground excavated represented 98,718 

cubic yards; the total expenses were $31,672, and the value of the gold extracted was 

$83,144. Therefore the average yield was 84 cents and the average cost 32 cents per 

cubic yard. The season of 1908 will show about the same costs but a better yield of 

gold. The fuel consumed is wood, at the rate of 10 cords per day, at $10 per cord 

delivered. The total costs as given above include all repairs, equipment, and general 

expenses. The dredge cost $28,700; it was a small and poorly equipped machine, 

therefore repairs entail $5,000 each season.

Ten new dredges were installed on Seward Peninsula in 1910, of 

which number nine were operated for a part of the season. Seven 

dredges built in previous years were also operated. Three of these 

new dredges were installed in the region tributary to Nome, making

1 Rickard, T. A., Dredging on the Seward Peninsula: Min. and Sci. Press, ToL 97,1908, pp. 736-738.
296 SUBFACE WATEE SUPPLY OF SEWAED PENINSULA.

five in all for this district, of which four were operated in 1910. Four 

dredges were operated in the Solomon basin, of which two were built 

in 1910. Two new dredges and three old ones were operated in the 

Council region, and one new one in the Casadepaga basin. Details 

regarding the operations of all these dredges are not available at this 

writing. It appears, however, that the 16 dredges, including the 

9 new ones, some of which were only completed in time for a brief 

test, were operated from 10 to 130 days, each averaging 58 days. 

The daily capacity of these dredges varies from 1,000 to 5,000 cubic 

yards, and they are equipped with a total of about 2,500 horsepower. 

The buckets vary in capacity from 2^ to 9 cubic feet; all but five 

have buckets holding 3£ cubic feet or less. Two are driven by 

electric power generated at the same plant; seven are equipped with 

steam power, of which four use coal, two crude oil, and one wood for 

fuel. The other dredges are equipped with gasoline engines. It is 

estimated that the 16 dredges operated handled between 1,200,000 

and 1,500,000 cubic yards of gravel; had they all been able to operate 

to their full capacity, they should have handled at least twice as 

much. It is significant that the gravel handled by all other forms of 

placer mining on the peninsula in the year 1910 is roughly estimated 

to have totaled about 800,000 cubic yards. Complete returns are not 

available regarding the gold output of the dredges, but it is estimated 

to have a value of about $800,000. It seems probable that the average working season should be 110 to 130 days, instead of 90, as has 

been the case in the past. If this is true, the dredge production can 

be largely increased, even without any additional machines.

In 1911, 18 dredges were operated for a part or the whole of 

the season in Seward Peninsula, of which 5 were built during the 

summer of 1911. Seven of these were in the Nome region, seven in 

the Solomon River basin, and five in the Council district. In addition 

to these, five more dredges were in process of construction, of which 

three are in the Nome region and one each in the Council and 

Kougarok districts.

It is not impossible that the output of the dredges alone in Seward 

Peninsula may soon reach $2,000,000. There is hope, therefore, that 

the gold output of the peninsula in 1910 may be the minimum for 

some time to come.

As indicated above, the past few years have witnessed remarkably 

rapid development in gold dredging along the southern margin of 

Seward Peninsula. This form of mining has been successfully carried 

on by more than a dozen different companies, and further installation 

of machines is assured. Most of the operators consider the presence 

of any considerable amount of frozen ground a bar to successful 

dredging enterprises, but even though that may be true, the peninsula 

contains extensive deposits of auriferous alluvium that are suitable
PLACER MINING. 297

for dredging. No one can doubt that very large areas of auriferous 

gravels in the Seward Peninsula cany 25 cents or more in gold to the 

cubic yard. If these can be dredged, at a cost of 15 or even 20 cents 

a yard, it will leave a considerable profit to the dredge. While no 

exact figures are available, it is probable that most of the ground thus 

far dredged has carried 30 to 80 cents a yard. Little attempt has been 

made so far toward introducing economies, and most of the operations 

have been carried on by one-dredge units. Centralization of administrative expenses, establishment of central-power plants conveniently 

located for fuel delivery, and standardization of dredges so as to make 

parts interchangeable should lead to considerable reduction of costs. 

The problems of recovering gold by dredges from frozen ground 

remain for the engineer to solve. Rickard 1 reports the cost of 

thawing dredging ground in the Yukon basin with steam as 9^ to 12 

cents a yard. These figures are based on the use of wood for fuel at 

a cost of $7 to $12 a cord, which is approximately equivalent to coal 

at $18 to $24 a ton. It would appear, therefore, that this cost should 

not be exceeded in Seward Peninsula. Another possible method of 

thawing the dredging ground is by exposure to the air. If the deposit 

is extensive enough to permit long open cuts, exposure to air and sun 

might thaw the ground rapidly enough to give the dredge sufficient 

material to work on while moving from one end of the cut to the 

other. A method of this kind has been used in the Klondike, where 

the cuts are made by hydraulic means and the water helps to thaw 

the ground. The gravel plain which stretches inland from the coast 

is the largest known auriferous deposit in Seward Peninsula, and 

probably in Alaska, and would seem to be a favorable field for the 

method of mining suggested above. The water supplied by the 

ditches already built will eventually be available for this form of 

excavating, when no longer used for mining the high-grade gravels. 

The bedrock surface is so close to sea level that means will have to be 

devised to elevate the material excavated by hydraulicking. This 

might be done advantageously by mechanical elevators, as fuel at 

Nome is comparatively cheap. It should be noted that much of this 

gravel is more than 60 feet in depth, and probably could not be 

dredged without groundsluicing off some of the overburden. The 

enterprise as a whole needs a very large amount of capital and 

requires careful investigation by competent engineers.

UNDERGROUND MINING.

Drift mining, the term used in Alaska to cover the operations of 

recovering auriferous gravels by underground .work, includes sinking 

shafts, driving levels, and stoping. In the Kougarok region some of 

the bench deposits have been mined from adit tunnels, but in nearly

» Rickard, T. A., Dredging on the Yukon: Min. and Sci. Press, vol. 97,1908, pp. 290-293, 354-357.
298 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

all other districts of Seward Peninsula it has been necessary to sink 

shafts and hoist the material. Drift mining differs from open-cut 

work in the fact that only the gravels carrying gold are excavated, 

the overburden being left in place. Most of the underground operations in the Seward Peninsula have been confined to frozen ground, 

so that little timbering and no pumping are necessary. Some of the 

rich ancient-beach deposits occur in the unfrozen ground, and these 

have been mined by underground methods, but at heavy expense.

Drift mining was in use in the Yukon camps before the discovery 

of the Klondike, but it was in the Klondike that it received its 

greatest development. It has been of great economic importance, 

because, as it can be followed in whiter as well as in summer, it gave 

employment to the miners during the long closed season. It thus 

had the important effect of giving the population of the mining 

camps a greater degree of permanency. Drift mining began at 

Nome in the early days of the camp and steadily increased, so that by 

1905 the annual output was over a million dollars in value. During 

the following winter the third-beach line was discovered, and as it 

was mined entirely by drift methods, this form of development soon 

overshadowed all others in the peninsula. In 1906 the value of the 

gold output from drift mining was probably about $4,000,000, but 

it has since declined, falling in 1910 to about $1,000,000. Drift 

mining has been confined chiefly to very rich deposits; hence there 

has been no great incentive to the improvement of methods and the 

introduction of economies. Moreover, the deposits were not only 

very rich but fairly regular in their occurrence. In this respect drift 

mining at Nome differed from that at Fairbanks, where determination 

of the location and dimensions of the pay streak entails heavy expense. 

On the other hand, unfrozen ground was encountered on the thirdbeach line, whereas at Fairbanks such ground is of unusual occurrence. 

The average depth of ground to bedrock at Fairbanks is probably 

twice that at Nome.

The operations of drift mining include the sinking of a shaft to 

bedrock and the driving of a drift along the pay streak (PI. XIV, B), 

If the pay streak is narrow this drift might comprise the entire mine 

workings; if it is wide, the ground is blocked out by additional drifts 

and crosscuts. As most of the gravels mined by drifting are frozen, 

the thawing of the material before excavating is an important element 

in the operations. It has been roughly estimated that under average 

conditions one-third of the cost of operating, including the cost of 

mining and hoisting, is represented by the cost of fuel consumed in 

making steam for thawing. Some incomplete data indicate a coal 

consumption of 25 to 40 pounds for each cubic yard of gravel thawed.1 ,

»These figures refer only to underground thawing. The fuel consumption in thawing in open cuts Is 

probably only from 25 to 35 per cent as great.
U. S. GEOLOGICAL SURVEY

A. HEADFRAME AND SLUICE BOXES FOR UNDERGROUND MINING OPERATIONS IN NOME.

SURFACE EQUIPMENT OF UNDERGROUND MINE NEAR NOME, USING AERIAL TRAM AND 

SELF-DUMPING BUCKET.

PLACER MINING. 299

In the early days on the Yukon the sinking of shafts and drmng 

of drifts was accomplished with the aid of wood fires or heated rocks. 

When underground mining on a large scale was begun in the Klondike 

the method of thawing by steam was devised. This consists, in 

effect, of introducing a jet of steam through so-called iron ' 'points/' 

which are driven into the frozen ground to depths varying from 5 to 

20 feet. At Fairbanks, where this form of mining has reached its 

highest development, the points are usually driven from 2£ to 3 feet

FIGTJEE 12. Diagrammatic section of underground placer mine, showing method of hoisting and thawing

with steam.

apart, and the duty of a point is from 3 to 3^ cubic yards during a 

period of eight to ten hours. 1

Hoisting is now almost invariably done by steam or gasoline engines. 

The most common practice at Nome is to have the sluice boxes close 

to the headframe and connected by a tram. (See fig. 12.) The 

gravel is trammed from the working face to the shaft, hoisted, and 

then trammed to the sluice boxes (PL XVII, A). At some mines 

self-dumping buckets and aerial trams (PI. XVII, E) are used; this 

is the ordinary practice at Fairbanks. The trolley cable is then

1 Prindle, L. M., and Katz, F. J., The Fairbanks gold-placer region: Bull. U. S. Geol. Survey No. 379, 

1909, p. 196.
300 SURFACE WATER SUPPLY OP SEWARD PENINSULA.

usually swung between the headframe and a gin pole. This system 

has the advantage of being more mobile than the other and permits 

placing the dumps at any convenient locality.

Winter operations necessitate the accumulation of the gravel in 

dumps, which are placed over sluice boxes in order to avoid, so far 

as possible, the rehandling of the material. In some places the 

dumps freeze so solidly that partial rethawing by steam has to be 

resorted to.

Some successful underground mining has been carried on at Nome 

in thawed ground, but only where the gravel contained considerable 

gold. Such mining required timbering and usually pumping, both of 

which are expensive. In one or two mines artificial freezing has been 

employed, but no figures are available regarding the comparative 

cost of this practice and that of timbering and pumping. Where 

pumps have been installed the water from the pump is often used for 

sluicing. If it is not so used, sluicing water has to be provided from 

other sources. At many localities water is available during several 

weeks in the late spring for sluicing the winter dumps, but at other 

times it can be obtained only at heavy expense.

It is unfortunate that no cost sheets for an underground mining 

plant at Nome are available. Purington 1 reported the cost of underground mining on Seward Peninsula in 1904 as $3.66 a cubic yard. 

At Fairbanks in 1908, where wages, including board, were about $6 a 

day, and wood $10 a cord, the lowest cost for underground mining 

was about $3.50 a cubic yard.2 At Nome fuel oil is less expensive than 

wood at Fairbanks, and in the winter of 1910 wages, including board, 

probably averaged about $4, so that it would appear that the cost of 

undfc-ground mining is considerably less than at Fairbanks. On 

the other hand, the only published figures that have come to the notice 

of the writer indicate higher unit cost than at Fairbanks. The following statement 3 is quoted from a recently published article:

The labor union, carefully sizing up the situation early last winter, with rare good 

sense fixed the winter wage scale at $1 per day less than had prevailed during the three 

previous winters, and thus without any friction or dissatisfaction operators were able 

to secure good labor at $3 per day and board. This condition undoubtedly encouraged 

some of the operators to attempt the extraction of gravel that has been heretofore 

considered too low grade to handle. The average cost of working a 2 to 3 foot pay 

streak in frozen ground in the Nome district, placing the pay gravel in a dump on the 

surface and groundsluicing and shoveling it into sluice boxes in the spring, has been 

about $4 per yard, and operators have hesitated to attempt to mine ground that sampled 

less than 4 or 5 cents per pan, which is equal to $6 to $7.50 per cubic yard. During 

the past winter, however, much of the material hoisted averaged only 3 cents per pan,

i Purington, C. W., Methods and costs of gravel and placer mining in Alaska: Bull. U. S. Geol. Survey 

No. 263, 1905 p. 38.

* Prtndle, L. M., and Katz, P. J., The Fairbanks gold-placer region: Bull. U. S. Geol. Survey No. 379 

1909, pp. 198-199.

* Min. and Sci. Press, July 16,1910, p. 88.
PLACER MINING. 301

or $4.60 per yard. Louis Stevenson, superintendent for the Pioneer Mining Co., 

informs me that he has several thousand cubic yards of gravel in dumps this spring 

mined from a pay streak 7 or more feet thick which averages only $1.875 per yard and 

yet leaves a profit of $0.625 per yard, allowing for the usual cost of sluicing. This case, 

however, is exceptional, as pay streaks of this character are usually only 3 feet or less 

in thickness, which necessitates handling about 2 feet of waste, and as the work was 

done near an established camp it does not take into consideration the cost of equipment nor make any allowance for depreciation. Making all due allowances, however, 

it is still the most creditable showing yet made in this district and brings into the class 

of profitable ground much territory that has been heretofore considered too low grade 

to handle.

It should be noted that the above statement of costs applies only 

to the accessible parts of Seward Peninsula. The transportation 

charges to the inland camps will very materially affect the cost of 

underground work as well as of other forms of mining.

SUMMARY OF PLACER MINING.

Nearly $60,000,000 worth of gold 1 (p. 270) has been won from the 

placers of Seward Peninsula. Most of the gold output up to 1908 was 

derived from bonanzas, whose richness did not demand a close scrutiny 

of mining costs. As a large part of the known bonanza deposits are 

worked out, there is a strong incentive to develop methods which will 

permit extraction of the gold from the very extensive gravel deposits 

in the peninsula which carry low values. This has led to the installation of many dredges and to the development of other methods of 

mining at low cost. Considerable progress has been made in introducing economies, but much still remains to be done.

The steady progress in mining methods is reflected in the gradual 

decline of the average gold content of the gravels mined each year. 

Accurate figures of the average gold content are lacking, but the 

estimates in the following table are based on a careful study of all the 

available data. It should be noted that in the yardage of gravel 

mined the overburden which has been removed by groundsluicing or 

otherwise was not taken into account, only the material which has 

been passed through the sluice boxes being included.

Estimated average value of gold recovered per cubic yard from Seward Peninsula placers,

1898-1910.

1898-1904.................................................... $5.95

1905......................................................... 5.15

1906......................................................... 5.80

1907......................................................... 5.00

1908......................................................... 4.30

1909......................................................... 2. 80

1910......................................................... 1.95

»Up to the close of 1910. The output of 1911 had a value of $3,100,000; that of 1912 about $3,000,000.
302 SURFACE WATER SUPPLY OF SEWARD PENINSULA.

The high recovery for the year 1906 was due to the mining of the 

very rich placers along the third-beach line. The rapid decline in 

gold values in 1909 and 1910 is the result of the large yardage of 

gravel of relatively low tenor handled by the dredges.

The decline in the average gold content of the gravels mined, far 

from being discouraging, is one of the most hopeful features of the 

mining industry. It reflects credit on the operators who have so 

improved their practice as to permit the mining of placers which a 

few years ago would have been considered absolutely worthless. 

Every reduction in costs results in making available for profitable 

mining larger quantities of auriferous gravels, thus increasing the 

available gold reserves and assuring longer life to the placer-mining 

industry. The recovered values of-$1.95 a cubic yard for 1910 may 

seem very low for Alaska placer mining, but it is extraordinarily high 

compared with the average recovery in the States, which for 1909 

has been estimated by Waldemar Lindgren 1 to be about 12 cents a 

cubic yard.

In the foregoing pages several suggestions have been made as to 

economies that might be introduced. The cheapening of fuel will be 

a very important element and should be brought about by the 

enormously rapid increase in the output of oil from the California 

fields and by the much-desired early development of Alaska coal. 

If dredge mining developed on a sufficiently large scale in the central 

and northeastern districts cheap power might be obtained from a 

central plant located in the Chicago Creek coal field. Water-power 

development also might be an element in the problem. (See pp. 249- 

255.) For the dredges of the Bering Sea slope central stations located 

near tidewater, burning fuel oil, are likely to be the cheapest source of 

power. The building of railways and more particularly of wagon 

roads would also reduce the cost of mining. It does not seem likely 

that economies can or ought to be made in wages, though a reduction 

in the cost of labor might be effected by providing earlier steamers in 

the spring and later steamers in the fall to Nome. It seems probable 

that a steamer could be sent out from Nome in the fall later than has 

usually been the practice. It has also been suggested that a boat 

built especially for breaking ice might be able to plow through the 

ice of Bering Sea even in midwinter, but such an enterprise would, 

of course, not be economically feasible unless a very large number of 

additional dredges were built. If 50 large dredges were operated 

on the peninsula, however, an extra month's work in a season might 

increase the annual gold output a million dollars.

Cheaper transportation and fuel would decrease the expense of 

dredging and to a lesser extent the cost of other forms of mining.

i Oral communication.
PLACES MINING. 303

Mining engineers who have studied the question hold that mining 

costs can be reduced by the increased use of mechanical devices 

other than dredges.

The data presented go to show that the cost of placer mining in 

Seward Peninsula is much greater than in the States. It is also true, 

however, that the peninsula is far more easy of access than the Yukon 

region and, except for the absence of fuel, its physical conditions are 

more favorable to mining. Mining operations should therefore cost 

much less at Nome than at Fairbanks or in the Klondike. The 

Klondike has an advantage in its water supply, but in stream 

gradients there is little to choose between Fairbanks and Seward 

Peninsula.

The future of the placer-mining industry of the peninsula depends, 

of course, on the amount of placer ground remaining that can be 

profitably exploited. This, in turn, is a function of the cost of 

mining. No one can doubt that there are enormous deposits of 

gravel which carry 25 cents in gold to the yard, in such position that 

they can be mined only by mechanical means, particularly by dredges. 

What percentage of this gravel is unfrozen and therefore available 

for recovery under the present dredging practice can be determined 

only by careful prospecting. The most important problem for 

future dredge mining is to devise means to thaw the frozen auriferous 

alluvium at a cost sufficiently low to permit profitable extraction by 

dredges. Extensive creek placers, too shallow to work by dredges, 

probably carry higher values than the deposits mentioned above. 

Some of these deposits are so located with reference to water supply 

that they can be profitably hydraulicked, though elevating the 

tailings will in most localities be necessary. Lack of water, however, 

will always prevent any very large expansion of the hydraulic-mining 

industry. Underground mining is on the wane and the outlook for 

its expansion is not encouraging, although some extensive deposits 

of deep gravels at several localities have not yet been carefully 

prospected.

INDEX

A. Page.

Abbe, Cleveland, on climate................. 15

Acknowledgments to those aiding........... 13

Acre-foot, definition of....................... 52

Agiapuk River basin, drainage areas in...... 66-67

Affleld Creek nearmonth:

discharge............................ 38

American Creek near 

Auburn Ravine:

description.......................... 77

discharge............................ 77-78

gage heights......................... 77-78

American River basin, description of......... 221

drainage areas in........................ 67

gaging stations in........................ 221

Ancient stream placers, distribution and

character of..................... 42-44

figure showing........................... 41

Anderson Gulch,

Windy Creek near:

discharge............................ 220

Anvfl Creek, mining on, plates showing.... 286,288

Arctic Creek nearmouth:

discharge............................ 220

Arizona Creek near 

mouth:

discharge............................ 220

Auburn Ravine,

American Creek near:

description.......................... 77

discharge............................ 77-78

gage heights......................... 77-78

Aurora Creek at 

Cedric ditch intake:

discharge............................ 146

Aurora Creek mouth, 

Cripple River near:

discharge............................ 145

B. 

Baker Creek 

discharge............................ 68

Banner Creek crossing, 

Seward ditch near:

discharge............................ 139

Bar placers, distribution and character of.... 40-41

Basic effusive rocks, distribution and character of.......................... 36-37

Beach placers, distribution and character

of............................ 44-48,51

section of, figures showing............... 45,47

Bear Creek at or near 

Cub Creek:

discharge............................ 249

ditch intake:

discharge............................ 249

63851° wsp 314 13 20

Page.

Bear Creek bi^in, description of............. 249

miscellaneous measurements in.......... 249

Bedrock, depth to........................... 43-44

Bench placers, distribution and character of. 41-42 

figure showing........................... 41

Bendeleben Mountains, character of......... 14

water power from....................... 254

Bibliography ............................... 9-10

Big Creek atedge of mountains:

discharge............................ 194

Big Hurrah Creek at 

mouth:

discharge............................ 90

Big Hurrah Creek mouth, 

East Fork ditch near:

discharge............................ 90

Midnight Sun ditch near:

discharge............................ 90

Bismark Creek at or near 

intake:

discharge............................ 223

Bismark Creek mouth, 

Quartz Creek near:

description.......................... 223

discharge, daily..................... 223

gage heights......................... 223

Black Point,

Campion ditch at:

description.......................... 105

discharge............................ 106

discharge, daily................... 106-107

gage heights....................... 106-107

David Creek ditch at:

description.......................... 121

discharge............................ 121

discharge, daily................... 122-123

gage heights....................... 122-123

Miocene ditch at:

description.......................... 108

discharge............................ 109

discharge, daily................... 109-111

gage heights....................... 109-111

precipitation at....................... 19-28,31

chartshowing....................... 20

Blue Goose Mining Co., dredge of............ 295

Bluestone River basin, drainage areas in..... 65

Bluff, mining at, plate showing.............. 284

Board, cost of............................... 274

Bob Creek at 

mouth:

discharge............................ 249

Boston Creek 

discharge................................ 68

Boulder Creek (Casadepaga Eiver drainage)

at 

mouth:

discharge............................ 81

305
306 INDEX.

Page.

Boulder Creek (Kiwallk River drainage) at 

ditch intake:

discharge............................ 248

Boulder Creek mouth, 

Canyon Creek near:

discharge............................ 81

Brooks, A. H., introduction by.............. 9-13

on placermining...................... 269-303

Bryan Creek near 

ditch intake:

discharge............................ 223

Budd Creek, precipitation ajt.......... 19,23,24,29

Buffalo Creek nearHudson Creek:

discharge............................ 138

Burnside Creek at 

siphon crossing:

discharge............................ 248

C.

California Creek nearmouth:

discharge............................ 220

Campion ditch at or nearBlack Point:

description.......................... 105

discharge............................ 106

discharge, daily................... 106-107

gage heights....................... 106-107

Dorothy Creek:

discharge............................ 138

Candle, precipitation at............... 19,24-29,31

Candle Creek at 

mouth:

discharge............................ 248

Candle Creek mouth, 

Kiwalik River near:

description.......................... 242

discharge........................... 30,242

discharge, daily..................... 243

gage heights......................... 243

Candle ditch intake, 

Glacier Creek near:

description.......................... 244

discharge............................ 245

e,daily..................... 245

...................... 245

Ophir Creek at:

description.......................... 82-83

discharge............................ 29,83

Canyon Creek (Casadepaga River drainage)

near 

Boulder Creek:

discharge............................ 81

ditch intake:

discharge............................ 81

Canyon Creek (Kruzgamepa River drainage)

at 

Gold Beach Development Co.'s intake:

discharge............................ 194

Canyon Creek mouth, 

Iron Creek near:

description.......................... 185

discharge............................ 194

discharge, daily..................... 185

...................... 185

Page.

Canyon ditch, construction of............. 260,202

miscellaneous measurements on......... 87

view of.................................. 268

Canyon ditch near 

claim " No. 10 above":

description....................

discharge...................... 86,87

Intake:

description.......................... 83

discharge............................ 83-85

gage heights......................... 84-85

Cape Horn, view of......................... 258

Moonlight Creek:

description.......................... 79

discharge............................ 79,80

gage heights......................... 80

Whisky Creek:

discharge............................ 80

Casadepaga River basin, description of...... 79-79

drainage areas in........................ 63

dredges in.............................. 296

miscellaneous measurements in.......... 80-81

stream flow in........................... 79-80

Cascade ditch, description of................ 219

Cascade ditch intake, 

Taylor Creek at:

description.......................... 209

discharge............................ 209

discharge, daily..................... 210

gage heights......................... 210

Cawlfield Creek at - 

Miocene ditch:

discharge............................ 76

Cedric ditch intake, 

Aurora Creek near:

discharge............................ 145

Slate Creek near:

discharge............................ 145

Cedric ditch near 

penstock:

description.......................... 143

discharge.......................... 143,144

discharge, daily..................... 144

gage heights......................... 144

Chicago Creek mouth, 

Kugruk River near:

discharge............................ 235*

Chicago Creek nearcoal mine:

description.......................... 234

discharge, daily..................... 234

gage heights......................... 234

Christian Creek nearrailroad:

discharge............................ 138

Churn drills, prospecting by............... 278-282

Clara Creek,

Miocene ditch at:

description........................ 111-112

discharge............................ 112

discharge, daily..................... 112

...................... 112
INDEX. 307

Page.

Clara Creek siphon, 

Seward ditch near:

discharge............................ 139

Climate, character of........................ 15-32

effect of, on mining costs.............. 273-274

precipitation of.......... .............. 19-32

temperature of.......................... 16-18

summary of............................. 16

Coal, cost of............................... 250,302

Coal Creek at 

mouth:

discharge............................ 90

Coal Creek mouth,

Solomon River near:

discharge............................ 90

Coarse Gold Creek nearJones Gulch:

discharge............................ 220

mouth:

description.......................... 213

discharge............................ 214

discharge, daily..................... 214

gage heights......................... 214

Nugget Gulch:

discharge.......................... 220

Coarse Gold Creek mouth, 

Kougarok River near:

description........................ 206-207

discharge....................... 30,207,220

discharge, daily................... 208-209

gage heights....................... 208-209

water power........................ 254

Cobblestone River basin, description of...... 151

drainage area of......................... 65

gaging stations in....................... 151

water power in........ ............... 254

Coffee Creek nearWonder Gulch:

discharge............................ 220

Collier, A. 3., on beach placers.............. 46

on geology of Seward Peninsula......... 34

on topography....... ................ 14

Colombia Creek at 

mouth:

discharge............................ 220

Copper Creek ditch at 

Jett Creek:

discharge............................ 138

Copper Creek mouth, 

Copper Creek near:

discharge............................ 173

Nugget Creek near:

discharge............................ 173

Copper Creek siphon, 

Jett Creek ditch near:

discharge............................ 138

Cottonwood Creek near 

Divide Creek:

discharge............................ 226

Council district, dredging in................. 296

Crater Creek at 

Salmon Lake ditch intake:

discharge............................ 194

Crater Creek mouth,

Kruzgamepa River near:

discharge............................ 194

Pag*.

Crater Lake outletdescription........................ 162-163

discharge............................ 163

discharge, dafly................... 163-164

gage heights....................... 163-164

Cretaceous rocks, distribution and character

of............................... 35

relation of, to gold placers............... 49

Cripple River basin, description of........... 143

drainage areas in........................ 143

miscellaneous measurements in.......... 145

stream flow in......................... 143-145

Cripple River nearAurora Creek:

discharge....^...................... 145

Cub Creek at 

mouth:

discharge............................ 249

Cub Creek mouth, 

Bear Creek near:

discharge............................ 249

Current meter, use of........................ 55-57

Current-meter stations, classes of....... 57-58,59-60

D.

Dahl, precipitation at................. 19,25,27,29

Daniels Creek, mining on.................... 290

Darby Range, character of................... 14

David Creek at or nearMiocene ditch intake:

description.......................... 101

discharge............................ 138

discharge, daily............ v ....... 101

David Creek ditch at 

Black Point:

description.......................... 121

discharge............................ 121

discharge, daily................... 122-123

gage heights....................... 122-123

Deer Creek near 

mouth:

discharge............................ 248

Dexter branch nearGrass Gulch:

discharge............................ 138

Dexter flume,

Seward ditch near:

description.......................... 130

discharge............................ 130

discharge, daily................... 131-132

gage heights....................... 131-132

Dillon Creek near 

Pargon ditch crossing: 

discharge............................ 76

Discharge. See Stream discharge.

Discharge curves, figure showing............ 58,59

.Discovery Creek at 

Gold Beach Development Co.'s intake:

discharge............................ 194

Ditches, construction of........... ..... 255-256

construction of, methods of............ 258-263

list of.................................... 257

seepage losses from...................... 263

Divide Creek at 

mouth:

discharge............................ 226
308 ESTDBX.

Divide Creek month,

Cottonwood Creek near

discharge............................ 226

Dome Creek (Iron Creek drainage) near 

Hardtack Creek:

description.......................... 184

discharge............................ 194

discharge, daily..................... 184

gage heights......................... 184

Dome Creek (Kiwalik River drainage) at 

ditch intake:

discharge............................ 248

siphon crossing:

description.......................... 246

discharge............................ 246

discharge, dally..................... 246

gage heights......................... 246

Dorothy Creek near 

mouth:

discharge............................ 138

Dorothy Creek mouthNome River near:

discharge......................... 138

Dorothy Creek siphon, 

Miocene ditch near:

discharge .......................... 138

Dragline scraper, description of........... 287-289

Drainage areas, list of....................... 62-67

Dredges, power for.................... 250-251,302

use of................................. 292-297

plate showing....................... 292

Drift mining, cost of....................... 300-301

description of.......................... 297-301

figure showing..................... 290,298,299

Drilling, prosp'ecting by................... 278-282

prospecting by, reliability of......... 282

season for............................ 282

Dry Creek crossing, 

Seward ditch near:

discharge............................ 139

E.

Eagle Creek at 

ditch intake:

disch arge............................ 249

East Pork ditch at or nearBig Hurrah Creek:

discharge............................ 90

East Fork mouth:

discharge........_................. 90

Intake:

discharge............................ 90

East Pork Solomon River at 

mouth:

discharge............................ 90

Eldorado Creek (Kiwalik River drainage) at 

siphon crossing:

discharge............................. 248

Eldorado Creek (Kruzgamepa River drainage)

at 

Gold Beach Development Co.'s intake:

discharge............................ 194

Eldorado River basin, description of......... 90-91

drainage areas in........................ 64

gaging stations in........................ 91

Equivalents, convenient, table of............ 52-53

Erosion, universality of............ ..... 51

Esperanza Creek month,

Good Hope River near: Page, 

description........................ 224-225

discharge.............. ......... 30,225

discharge, daily..................... 225

...................... 225

Eureka Creek mouth,

North Fork of Kougarok River near:

description.......................... 216

discharge............................ 215

discharge, daily..................... 216

gage heights......................... 216

Extra Dry Creek crossing,

Pioneer ditch near:

discharge............................ 139

Seward ditch near:

discharge............................ 139

F.

Fairbanks, mining at................ 300-301

Fairhaven ditch at 

Camp 2:

description.......................... 237

discharge............................ 237

discharge, daily..................... 238

intake:

description.......................... 236

discharge............................ 237

discharge, daily..................... 237

gage heights......................... 237

Snow Gulch:

description.......................... 238

discharge............................ 238

discharge, daily..................... 239

gage heights......................... 239

Fairhaven ditch intake, 

Kugruk River near:

description.......................... 232

discharge............................ 232

discharge, daily...................... 232

gage heights......................... 232

Fairhaven ditch system, construction of.. 259-260 

description of.......................... 235-236

flow in................................ 236-239

miscellaneous measurements in.......... 239

seepage losses in....................... 268-269

Fall Creekdescription.......... . ......... 150

. discharge.......................... 150,254

discharge, daily......... ......... 151

water power................... ... 254

False bedrock, nature of............. ..... 40

Fish River basin, description of...'.......... 68

drainage areas in........................ 62-63

miscellaneous measurements in.......... 68

stream flow in........................... 69-87

Flambeau River basin, description of........ 91

drainage areas in........................ 64

Floats, use of................................ 56

Flumes, construction and use of........... 260-262

views of................................. 260

Food,cost of................................ 274

Fox Creek near 

month of canyon:

discharge............................ 194
INDEX. 309

Fox River at 

Fox River roadhouse: Page. 

discharge............................ 68

Freighting,cost of......................... 272-273

Frozen ground, distribution and character of. 38 

ditch construction in.............. 258,259-260

effect of, oncosts........................ 276

mining in, view of....................... 290

Fuel, cost of........................... 250,297,302

G. 

Gage heights, table of................. ... 53

Geologic map of Seward Peninsula.......... 32

Geology, outline of.......................... 32-33

Gibson, Arthur, records of................... 16-18

Glaciated valley, view of.................... 12

Glacier branch nearSnow Gulch:

discharge............................ 138

Glacier Creek, mining on, plates showing.. 286,290 

Glacier Creek feeder near 

theX:

discharge........__............... 138

Glacier Creek mouth, 

Snake River near:

description.......................... 140

discharge............................ 140

discharge, daily................... 140-141

gage heights....................... 140-141

Glacier Creek nearCandle ditch intake:

description................... .. 244

discharge............................ 245

discharge, daily.......:............. 245

gage heights......................... 245

Gold, production of............... 270-271,301-302

production of, diagram showing......... 271

Gold Beach Development Co.'s ditch at 

penstock:

discharge........................ . 194

Gold Beach Development Co.'s intake, 

Canyon Creek at:

discharge............................ 194

Discovery Creek at:

discharge................. ........ 194

Eldorado Creek at:

discharge............................ 194

Goldbottom Creek, mining on, plate showing. 286 

Golden Gate Mining Co.'s intake, 

Iron Creek near:

discharge............................ 194

Gold placers, distribution of................. 48-51

formation of, essentials for............... 50

future of................................ 303

nature and origin of..................... 38=39

relation of, to bedrock................... 49

types of................................. 39-48

figure showing...................... 41

See also Placer mining. 

Gold Run (Grand Central River drainage)

nearmouth of canyon:

description........................ 168-169

discharge............................ 170

discharge, daily............... . 169

gage heights......................... 169

Gold Run (Kiwalik River drainage) at 

ditch intake: Page. 

discharge............................ 248

Goodhope River basin, description of...... 223-224

drainage areas in........................ 67

miscellaneous measurements in.......... 226

stream flow in......................... 224-226

Goodhope River near 

Esperanza Creek mouth:

description........................ 224-225

discharge........................... 30,225

discharge, daily..................... 225

gage heights......................... 225

Goodhope River, Right Fork, at 

mouth:

discharge........_................. 226

Goose Creek mouth,

Noxapaga River near:

water power....................... 254-255

Gradients, stream, rate of.................... 275

rate of, effect of, oncosts................ 275

Grand Central,

precipitation at.............. 19-24,26,28,31,32

diagram showing.................... 20

Grand Central ditch at or near 

intake:

description.......................... 125

discharge............................ 125

discharge, daily..................... 125

gage heights......................... 125

Nugget Creek:

description of...................... 172-173

discharge.......................... 138-173

Grand Central ditch system, pipe line of.. 262-263 

Grand Central River, measuring flow of, plate

showing......................... 56

view on................................. 12

Grand Central River at or near 

forks:

description................ 156-157,158-159

discharge....................... 30,157,159

discharge, daily........... 157-158,160-161

gage heights............... 157-158,160-161

Nugget Creek:

description........................ 161-162

discharge............................ 162

discharge, daily..................... 162

gage heights......................... 162

Grand Central River basin, description of . 151-153 

drainage areas hi........................ 65

gaging stations In....................... 153

miscellaneous measurements in.......... 173

stream flow in......................... 153-173

view in.................................. 12

Grand Central River, North Fork, at 

forks:

description.......................... 167

discharge............................ 168

discharge, daily...................... 168

gage heights......................... 168

ditch intakes:

description.................... 165,166-167

discharge............................ 166

discharge, daily.................... 166,167

gage heights....................... 166,167
310 INDEX.

Grand Central River, West Fork, at Page. 

ditch intakes:

description.................... 153-154,155

discharge............................ 155

discharge, daily............... 154-155,156

gage heights................... 154-155,156

Grand Union Creek near 

springs:

discharge............................ 194

Granitic rocks, distribution and character of. 35-36 

Grass Gulch,

Dexter branch near:

discharge............................ 138

power plant on.......................... 290

Gravel-plain placers, distribution and character of.......................... 42-43

Gravels, bench, distribution and character of. 41-44 

distribution of, map showing............ 43

position of, figure showing............... 41

Ground sluicing, method of............... 286

method of, plates showing............... 286

Grouse Creek, ditch nearoutlet:

discharge............................ 138

H.

Hand drills, prospecting by................ 279-281

Hardluck Creek mouth, 

Dome Creek near:

description.......................... 184

discharge............................ 194

discharge, daily...................... 184

gage heights......................... 184

Harris Creek:

discharge...... .................... 220

Helen Creek at 

Miocene ditch crossing:

discharge........................_. 76

Pargon ditch intake:

discharge............................ 76

Helen Creek crossing, 

Pargon ditch near:

description.......................... 71-72

discharge............................ 72

gage heights......................... 72-73

Helen Creek lateral:

discharge............................ 76

Henry Creek at 

mouth:

description........................ 210-211

discharge............................ 211

discharge, daily.................... 212-213

gage heights....................... 212-213

Henry Creek ditch, 

Lillian Creek near:

discharge.....................__.. 220

Henry Creek mouth, 

Kougarok River near:

description........................ 205-206

discharge............................ 206

discharge, daily...................... 206

gage heights......................... 206

Henshaw, F. F., on ditches.....__._... 255-269

on dredges............................. 294-295

on Grass Gulch plant...... ............. 290

on hand drills........................... 280

Page. 

Henshaw, F. F., on water power.......... 249-255

work of.................................. H-13

Henshaw, F. F., and Parker, G. L., on

climate.......................... 15-32

on stream discharge.................... 51-249

Henshaw, F. F., and Smith, P. S., on ele- -

vators......................... 290-292

Hobson branch mouth, 

Pioneer ditch near:

discharge............................ 139

Seward ditch near:

description.......................... 129

discharge.......................... 129,139

discharge, daily................... 129-130

gage heights....................... 129-130

Hobson branch nearoutlet:

description.......................... 134

discharge............................ 134

discharge, daily..................... 135

gage heights................... ... 135

Hobson Creek at or near 

Manila Creek mouth:

description........................ 104-105

discharge............................ 105

Miocene ditch intake:

description.......................... 102

discharge............................ 103

discharge, daily................... 103-104

Hobson Creek crossing, 

Miocene ditch at:

description........................ 113,115

discharge...................... 113,115,138

discharge, daily........... 113-115,116-117

............ 113-115,116-117

Hobson Creek mouth, 

Nome River near:

discharge............................ 138

Homestake Creek nearmouth:

discharge............................ 220

Homestake ditch, view of................... 258

Homestake ditch at 

intake:

description.......................... 201

discharge............................ 202

discharge, daily................... 203-205

gageheights....................... 203-205

penstock:

description.......................... 217

discharge............................ 217

discharge, daily..................... 218

gageheights......................... 218

Homestake ditch intake, 

Kougarok River at:

description........................ 201-202

discharge........................... 30,202

discharge, daily................... 203-205

gageheights........................ 203-205

Hot Air ditch a<^- 

Claim No. 10:

discharge............................ 87

Hoyt, J. C., work of......................... 11
INDEX.

Hudson Creek mouth, Page. 

Buffalo Creek near

discharge............................ 138

Hunter Creek nearditch intake:

description........................ 246-247

discharge............................ 247

discharge, daily................... 247-248

gage heights....................... 247-248

Hutchins, J. P., on prospecting............ 277-284

on scrapers............................ 287-289

Hydraulic elevators, use of................ 290-292

use of, plate showing..................... 290

Hydraulic mining, description of.......... 289-290

plate showing........................... 290

Hydraulic power, stream measurements for.. 61 

Hydrometric surveys, making of............ 11-12

I. 

Ice, measurements under.................... 57

Igneous rocks, distribution and character of. 35-37 

relation of, to gold placers............... 49

Imuruk Basin, drainage areas m............. 65

stream flow in......................... 150-151

Imuruk Lake 

description............................ 230-231

gage heights............................. 231

water available.......................... 231

water power............................. 255

Inmachuck River basin, description of.... 226-227

drainage areas in........................ 67

miscellaneous measurements in.......... 229

stream flow in.............._........ 227-229

Inmachuk River near 

Logan Gulch:

description.......................... 227

discharge............................ 228

discharge, daily..................... 228

gage heights......................... 228

Iron Creek, precipitation at............ 19,23-26,28

Iron Creek at or near 

Canyon Creek:

description.......................... 185

discharge............................ 194

discharge, daily..................... 185

gage heights......................... 185

Golden Gate Mining Co.'s ditch:

discharge............................ 194

mouth:

description.......................... 187

. discharge............................ 188

discharge, daily..................... 188

tunnel:

description.......................... 185

discharge............................ 186

discharge, daily................... 186-187

gage heights....................... 186-187

Iron Creek basin, description of............ 183-184

drainage areas in........................ 66

stream flow in......................... 184-189

Iron Creek flume at 

intake:

description............_..._..... 188

discharge............................ 188

discharge, daily..................... 189

gage heights......................... 189

Iron Creek mouth,

Kruzgamepa River near:

description.......................... 182

discharge.......................... 182,194

discharge, daily..................... 183

gage heights......................... 183

J.

Jasper Creek nearmouth:

discharge............................ 194

Jett Creek near 

Jett Creek ditch:

description........................ 172-173

discharge............................ 173

Jett Creek ditch at or nearoutlet:

discharge............................ 138

siphon:

description........................ 123-124

discharge.......................... 124,138

discharge, daily..................... 124

gage heights......................... 124

Johns Creek mouth, 

Solomon River near:

discharge........................ . 90

Jones Gulch,

Coarse Gold Creek near:

discharge............................ 220

Kigluaik group, distribution and character of. 33 

relation of, to gold placers............... 49

Kigluaik Mountains, character of............ 14

water power from................. 251,252-254

King Mountain, map and section near....... 43

Kiwalik River basin, description of........ 240-242

- drainage areas in........................ 67

gaging stations in........................ 212

miscellaneous measurements in.......... 248

stream flow in.......................... 242-248

Kiwalik River nearCandle Creek mouth:

description.......................... 242

discharge........................... 30,242

discharge, daily..................... 243

gage heights......................... 243

Klokerblok River basin, drainage areas in.. 63 

Knopf, Adolph, on limestone of Seward Peninsula. .......................... 34

Kougarok River at or near 

Coarse Gold Creek mouth:

description........................ 206-207

discharge....................... 30,207,220

discharge, daily................... 208-209

gage heights....................... 208-209

water power........................ 254

Henry Creek:

description........................ 205-206

discharge............................ 206

discharge, daily..................... 206

gageheights......................... 206

Homestake ditch intake:

description........................ 201-202

discharge........................... 30,202

discharge, daily................... 203-205

.................... 203-205
312 INDEX.

Kougarok River at or near Continued.

Taylor Creek: Page. 

discharge............................ 220

Washington Creek:

discharge.................... ....... 220

Kougarok River basin, description of...... 200-201

ditches in............................. 217-219

drainage areas in........................ 66

dredges in............................... 296

gaging stations in....................... 201

miscellaneous measurements in........ 219-221

stream flow in......................... 201-221

Kougarok River, North Fork, near 

Eureka Creek:

description..................... .... 215

discharge............................ 215

discharge, daily..................... 216

gage heights......................... 216

French-Alder Creek junction:

discharge............................ 220

Koyuk River basin, drainage areas in....... 62

Kruzgamepa River at or near 

Crater Creek:

discharge............................ 194

Iron Creek:

description.......................... 182

discharge.......................... 182,194

discharge, daily..................... 183

gage heights......................... 183

Salmon Lake outlet:

description........................ 175-176

discharge........................ 30,31,176

discharge, daily................... 179-180

discharge, monthly.................. 181

gage heights....................... 177-178

water-power...................... 251-252

Kruzgamepa River basin, description of... 173-175 

drainage areas in........................ 65-66

gaging stations in....................... 175

miscellaneous measurements in.......... 194

stream flow in.......................... 175-190

Kugruk River at or near 

Chicago Creek mouth:

discharge............................ 236

Fairhaven ditch intake:

description.......................... 232

discharge............................ 232

discharge, daily..................... 232

gage heights........................: 232

Imuruk Lake:

water power........................ 255

mouth of canyon:

discharge............................ 235

Reindeer Creek near:

description........................ 232-233

discharge............................ 233

discharge, daily..................... 233

gage heights......................... 233

Kugruk River basin, description of........ 229-230

drainage areas in........................ 67

gaging stations in....................... 230

miscellaneous measurements in.......... 235

stream flow in......................... 230-235

Kuzitrin River at 

Lanes Landing:

description........................ 196-197

discharge........................ 30,31,197

Kuzitrin River at 

Lanes Landing Continued. Page. 

discharge, daily................... 197-199

t.gage heights....................... 197-199

Kuzitrin River basin, description of....... 195-196

drainage areas in........................ 66

miscellaneous measurements in.......... 200

stream flow in......................... 196-200

See also Kougarok River basin.

Lanagan Creek nearMiocene ditch:

discharge............................ 76

Lanes Landing,

Kuzitrin River at:

description........................ 195-197

discharge........................ 30,31,197

discharge, daily.................... 197-199

gage heights....................... 197-199

Lava, relation of, to gold placers............. 49

Lillian Creek near 

Henry Creek ditch:

discharge........................'.... 220

Limestone, distribution and character of..... 34-35

Little Creek crossing, 

Pioneer ditch near:

discharge............................ 139

Logan Gulch,

Inmachuk River near:

description.......................... 227

discharge............................ 228

discharge, daily..................... 228

gage heights......................... 228

Long torn, mining with...................... 286

mining with, plate showing.............. 284

Lost Creek crossing, 

Seward ditch near:

......................... 139

M.

McKelvie Creek crossing, 

Pargon ditch near:

description.......................... 71-72

discharge............................ 72

gage heights......................... 72-73

McKelvie Creek near - 

Pargon ditch crossing:

discharge............................ 76

McKelvie lateral 

discharge................................ 76

Macklin Creek nearditch intake:

discharge............................ 220

Map of Seward Peninsula.............. In pocket.

Map, geologic, of Seward Peninsula.......... 32

Melsing Creek at 

mouth:

discharge............................ 78

Middle Creekdescription.............................. 193

discharge................................ 193

Midnight Sun ditch near - 

Big Hurrah Creek mouth:

discharge............................ 90

Miner's inch, definition of................... 51-52

See Placer mining.
INDEX.. 313

Miocene ditch at or nearBlack Point: Page, 

description.......................... 108

discharge............................ 109

discharge, daily.................... 109-111

gage heights....................... 109-111

Clara Creek:

description........................ 111-112

discharge............................ 112

discharge, daily...................... 112

gage heights......................... 112

Dorothy Creek siphon:

discharge............................ 138

flume:

description............

discharge..............

discharge, daily........

Hobson Creek:

description......

discharge........

discharge, daily.

......... 113,115

.... 113,115,138

113-115,116-117 

113-115,116-117 

theX:

discharge.......................... 138,139

Miocene ditch crossing. 

Cawlfleld Creek at:

discharge............................ 76

Helen Creek at:

discharge............................ 76

Lanagan Creek near:

discharge............................ 76

Miocene ditch intake, 

David Creek at:

description.......................... 101

discharge............................ 138

discharge, daily..................... 101

Hobson Creek at:

description.......................... 102

discharge............................ 103

discharge, daily................... 103,104

Nome River at or near:

description....................... 92,95,96

discharge........................ 29,93,138

discharge, daily............ 93-94,95,96-97

gage heights...................... 93-94,95

Pargon River near:

discharge............................ 76

Miocene ditch system, description of....... 107-108

flow in................................ 108-125

flumes on............................... 262

seepage losses on.................. 265,267-269

view on................................. 258

Mofflt, F. H., on geology of Seward Peninsula. 33,36 

Moonlight Creek at 

ditch intake:

discharge...........

Moonlight Creek mouth, 

Casadepaga Eiver near:

description.......................... 79

discharge............................ 79,80

gage heights......

Morning Call Creek near 

Miocene ditch:

description........................ 172-173

discharge............................ 173

. 118 

. 118 

119-121 

119-121

Mountain Creek mouth,

Stewart River near: Page. 

discharge............................ 149

Mountains, character of..................... 14

Muck, distribution and character of......... 37-38

N. 

Newton Gulch,

Stewart ditch near:

description.......................... 132

discharge............................ 133

discharge, daily................... 133-134

gage heights....................... 133-134

Niukluk River basin, description of......... 76-77

drainage areas in........................ 62-63

miscellaneous measurements in.......... 78

stream flow in........................... 77-87

Niukluk River near 

Ophir Creek:

discharge............................ 78

Nome, beach placers at.................. 45,47,271

beach placers at, distribution of, figure

showing......................... 46

section of, figure showing............ 47

dredges near.......................... 294-296

mining at, plates showing......... 284,290,298

power plant at.......................... 260

precipitation at................... 19-28,31-32

temperature at.......................... 17-18

Nome River at or near 

Dorothy ditch:

discharge............................. 138

Hobson Creek:

discharge............................ 138

Miocene ditch intake:

description....................... 92,95,96

discharge........................ 29,93,138

discharge, daily............ 93-94,95,96-97

gage heights...................... 93-94,95

Pioneer ditch intake:

description.......................... 97

discharge............................ 30,98

discharge, daily.................... 98-100

gage heights........................ 98-100

Seward ditch intake:

discharge............................ 138

Nome River basin, description of............ 91-92

drainage areas in......................... 84

gaging stations in....................... 92

miscellaneous measurements in........ 138-139

stream flow in.......................... 92-139

North Star Creekdescription .............................. 148

discharge................................ 149

discharge, daily......................... 149

gage heights............................. 149

North Star ditch at or near 

siphon:

description.......................... 218

discharge............................ 218

discharge, daily..................... 219

gage heights.......................:. 219

siphon.............................. 262

North Star ditch intake, 

Taylor Creek at:

discharge............................ 220
314 INDEX.

Noxapaga Riyer nearGoose Creek mouth: Page, 

water power...................... 254-255

Nugget Creek nearCopper Creek:

discharge............................ 173

Grand Central branch:

description........................ 172-173

discharge............................ 173

Nugget Creek crossing,

Grand Central ditch near:

discharge............................ 138

Nugget Creek mouth,

Grand Central River near:

description........................ 161-162

discharge............................ 162

discharge, daily..................... 162

gage heights......................... 162

Nugget Gulch,

Coarse Gold Creek near:

discharge............................ 220

O. 

Oil, fuel, cost of............................. 250

Open-cut mining, method of.............. 286-289

method of, plate showing.............. 286,288

Ophir, precipitation at............. 19-22,25-28,31

Ophir Creek, flume over, view of............ 260

mining on, plates showing............... 288

Ophir Creek at or nearCanyon ditch intake:

description.......................... 82-83

discharge............................ 29,83

Claim No. 19 ditch:

discharge............................ 87

Claim No. 22 ditch:

discharge............................ 87

Ophir Creek basin, description of............ 81-82

drainage areas in........................ 63

dredge in................................ 295

gaging station in........................ 82

miscellaneous measurements to.......... 87

stream flow in........................... 82-87

Ophir Creek mouth, 

Niukluk River near:

discharge............................ 78

Oregon Creek (Cripple River drainage) nearforks:

discharge............................ 145

Oregon Creek (Fish River drainage) at 

edge of mountains:

discharge............................ 68

Osborn Creekdescription.......................... 193

discharge............................ 193

Osborne, Mount, view near................. 12

P.

Paleozoic limestones, distribution and character of.......................... 34-35

relation of, to gold placers............... 49

Pargon ditch,

construction............................ 261

Dfllon Creek near:

discharge............................ 76

Helen Creek at:

discharge............................ 76

Lanagan Creek near:

discharge............................ 76

Pargon ditch Continued.

McKelvie Creek near: Page, 

discharge............................ 76

Pargon ditch at or near 

Dillon Creek:

discharge............................ 76

Helen Creek crossing:

description.......................... 73

discharge......................... 73-74,76

gage heights......................... 74-75

intake:

discharge............................ 70,71

gage heights......................... 71

McKelvie Creek crossing:

description.......................... 71-72

discharge............................ 72

gage heights......................... 72-73

Ophir Creek:

discharge............................ 76

Pargon River at or near 

Miocene intake:

discharge............................ 76

Pargon ditch intake:

description.......................... 70

discharge............................ 29,70

gage heights......................... 71

Pargon River basin, description of.......... 69

drainage areas to........................ 62

gaging stations to....................... 69

miscellaneous measurements............ 76

stream flow to........................... 70-76

Parker, G. L., on seepage losses........... 263-269

work of................................. 11-12

Parker, G. L., and Henshaw, F. F., on climate............................ 15-32

on stream measurement................ 51-249

Pass Creek near 

dam site:

description........................ 189-190

discharge............................ 190

discharge, daily................... 190-191

gage heights....................... 190-191

water power........................ 253

Passenger transportation, cost of.......... 272-273

Pay streak, distribution and character of.... 40

Penny River at 

ditch intake:

description.......................... 141

discharge.......................... 142,143

discharge, daily..................... 142

gage heights......................... 143

Penny River basin, description of........... 141

"drainage areas to........................ 64

stream flow to......................... 141-143

Pioneer ditch at or nearExtra Dry Creek:

discharge............ .............. 139

Hobson branch:

discharge............................ 139

intake:

description........................ 135-136

discharge............................ 136

discharge, dafly................... 136-137

gage heights....................... 136-137

Little Creek:

discharge............................ 139
Pioneer ditch intake,

Nome River at or near: 

description.........

discharge...........

discharge, daily

Page. 

97

. 30,98 

98-100 

98-100 

Pioneer ditch system, description of........ 135

flow in ............................... 135-137

Pipe toes,construction of................. 262-263

Placer mining, cost of............. 272-276,302-303

future of................................ 303

historical sketch of.................... 270-271

information concerning, sources of..... 269-270

methods of..............

See also Prospecting, 

summary of.

INDEX. 315

276-277,285-307

301-303 

view of................ 284,28<i,288,290,292,298

Polar Creek at 

intake:

249

......... 150

....... 150,254

......... 151

......... 254

278-279,280-281 

......... 19-32

......... 56-57

......... 56

270-271,301-302 

......... 271

....... 277-278

discharge.................

Pond Creekdescription ...............

discharge.................

discharge, daily..........

waterpower..............

Power drills, prospecting by......

Precipitation, records of..........

Price current meter, description oi 

plate shewing................

Production of Seward Peninsula., 

diagram showing.............

Prospecting, general conditions of.

methods of............................ 278-285

choice of.......................... 283-285

suggestions for.......................... 49-51

Purington, C. W., on mining costs..... 269,286,300

Q. 

Quartz Creek near 

Bismark Creek:

description.......................... 223

discharge, daily..................... 223

gage heights......................... 223

forks:

description.......................... 243

discharge............................ 243

discharge, daily..................... 244

gage heights......................... 244

Quartz Creek, North and South Forks, nearditch intake:

discharge........................... 248

R.

Rainbow Creek nearmouth:

discharge............................ 173

Rating tables, use of..................... 54,57-58

Reindeer Creek near 

ditch intake:

discharge............................ 223

Kugruk River:

description........................ 232-233

discharge............................ 233

discharge, daily..................... 233

gage heights......................... 233

Residual placers distribution and character of 39 

figure showing.......................... 41

Richards, Raymond, work of................ 11

Rickard, T. A.,ondredging.......... x ...... 295

on thawing costs........................ 297

Ridgeway Creek,

Willow Creek near: Page, 

discharge................._........ 81

Rock Creek 

discharge............................ 194

Rocker, figure showing...................... 286

mining with........................... 285-286

plate showing........................ 284

Ruby Creek at 

mouth:

discharge............................. 81

Run-off. See Stream discharge.

8. 

Salmon Lake,

precipitation at................... 19-22,28,31

storage at................................ 182

Salmon Lake outlet,

Kruzgamepa River at:

description........................ 175-176

discharge........................ 30,31,176

discharge, daily................... 179-180

discharge, monthly.................. 181

gage heights....................... 177-178

waterpower....................... 251-252

Sampling, care in.......................... 281-282

Schists, distribution and character of........ 33

relation of, to gold placers............... 49,50

Schlitz Creek nearditch intake:

discharge............................ 223

Scope of work, statement of................. 9-12

Scrapers, use of................ ......... 287-289

use of, plate showing.................... 286

Second-foot, definition of.................... 51,52

Sedimentary rocks, distribution and character of............................ 33-35

Seepage, losses from....................... 263-269

Serpentine River basin, description of....... 222

miscellaneous measurements hi......... 223

stream flow in....... ............... 223

Seward ditch at or nearBanner Creek:

discharge......................... 139

Clara Creek siphon:

discharge............................ 139

Dexter flume:

description.......................... 130

discharge............................ 130

discharge, daily................... 131-132

gage heights....................... 131-132

Dry Creek:

discharge............................ 139

Extra Dry Creek:

discharge............................ 139

Hobson branch:

description.......................... 129

discharge.......................... 129,139

discharge, daily................... 129-130

gage heights....................... 129-130

intake:

description.......................... 126

discharge............................ 126

discharge, daily................... 127-128

gage heights....................... 127-128

Lost Creek:

discharge............................ 139
816 INDEX.

Seward ditch at or near Continued.

Newton Gulch: Page. 

description............ ........... 132

discharge............................ 133

discharge, daily................... 133-134

gage heights....................... 133-134

Seward ditch intake, 

Nome River near:

discharge............................ 138

Seward ditch system, description of......... 126

flow in................................. 126-135

seepage losses on................... 266,268-269

siphons on............................... 262

Seward Peninsula, geologic map of.......... 32

map of............................. In pocket.

Shafts, prospecting by..................... 282-283

Shaktolik group, distribution and character

Of............................... 35

Shelton, precipitation at............ 19,22-24,28,31

Silver, production of........................ 270

Slnuk River (upper) 

description.................... ... 146

discharge............................ 149

discharge, daily..................... 147

gage heights......................... 147

Sinuk River basin, description of.......... 145-146

drainage areas to........................ 65

gaging stations in........................ 146

miscellaneous measurements in........ 149-150

stream flow in......................... 146-150

Siphons, construction of................... 262-263

Slate Creek (Cripple River drainage) at 

Cedric ditch intake:

discharge............................ 145

Slate Creek (Kruzgainepa River drainage) 

discharge............................ 194

Smith, P. S., on descriptive geology........ 32-38

on dredging........................... 292-294

on gold placers.......................... 38-51

on topography.......................... 13-15

Smith, P. S., and Henshaw, F. F., on elevators........................... 290-292

Smith Creek near 

Swift Creek:

description........................ 191-192

discharge............................ 192

discharge, daily................... 192,253

gage heights......................... 192

Snake River nearGlacier Creek mouth:

description.......................... 140

discharge............................ 140

discharge, daily................... 140-141

gage heights....................... 140-141

Snake River basin, description of.......... 139-140

drainage areas in........................ 64

stream flow in......................... 140-141

Snow Gulch (Imuruk drainage) 

description.......................... 150

discharge............................ 150

discharge, daily..................... 151

Snow Gulch (Kugruk River drainage), 

Fairhaven ditch at:

description.......................... 238

discharge............................ 238

discharge, daily..................... 239

Snow Gulch (Nome River drainage),

Glacier branch near: Page. 

discharge............................ 138

Solomon River basin, description of......... 87-88

drainage areas in........................ 63-64

dredges in......................... 292-294,296

view of.............................. 292

miscellaneous measure ments in.......... 90

stream flow in........................... 88-90

Solomon River near 

Coal Creek:

discharge............................ 90

East Fork:

description.......................... 88-89

......................... 89,90

Johns Creek:

discharge............................

Split Creek at 

mouth:

discharge............................

Steam shovel, mining with, plate showing... 

Stewart River nearMountain Creek:

discharge............................ 149

Stitch ditch at 

outlet:

90

249

288

Stream discharge, data of................... 53-54

measurement of, accuracy of............ 60-61

computation of...................... 57-60

figure showing.................. 58,59

methods of.......................... 54-57

figure showing.................. 55

terms used in....................... 51-53

records of............................... 29-32

relation of, the drainage area............ 62

Stream gradients, eflect of, on costs......... 275

Stream placers, distribution and character of. 40-44 

figure showing.......................... '41

Streams, drainage areas of, list of............ 62-67

Button ditch at - 

intake:

description.......................... 141

discharge............................ 142

discharge, daily..................... 142

gage heights......_.__.......__ 142

Swift Creek mouth, 

Smith Creek near:

description........................ 191-192

discharge............................ 192

discharge, daily..................... 192

...................... 192

T.

Taylor, precipitation at......... 19,22-24,29,31,32

precipitation at, diagram showing....... 20

Taylor Creek at 

Cascade intake:

description....................... 209

discharge............................ 209

discharge, daily..................... 210

gage heights......................... 210

mouth:

discharge..... .................... 220

North Star ditch:

discharge............................ 220
INDEX. 317

Taylor Creek month,

Kougarok River near: Page, 

discharge............................ 220

Temperature, records of..................... 16-18

Tertiary rocks, distribution and character of. 35 

Thawing, method of........................ 299

Thompson Creek nearditch intake:

description.......................... 170

discharge............................ 170

discharge, daily................... 171-172

gage heights....................... 171-172

Three Friends dredge, description of....... 292-293

Thumit Creek nearditch intake:

discharge............................ 173

Timber, cost of............................ 275-276

Tisuk River basin, drainage areas in........ 65

Topkok ditch, flume on, view of............ 260

Topkok River basin, drainage areas in....... 63

Topography, outline of...................... 13-15

plate showing........ ................ 12

Transportation, cost of................ 272-273,302

Tubutulik River basin, drainage areas in.... 62

Tuksuk Channel basin, drainage areas in .... 65

U.

Unconsolidated deposits, distribution and

character of..................... 37-38

Ungalik conglomerate, distribution and character of.......................... 35

W.

Wade River nearmouth:

discharge............................ 235

Wages, rate of............................. 274,300

Washington Creek at 

mouth:

discharge............................ 220

Washington Creek mouth 

Kougarok River near: Pago, 

discharge............................ 220

Water power, general conditions affecting.. 249-251 

sites for................................ 251-255

stream measurements for................ 61

Water resources, inadequacy of ............ 276

investigation of.......................... 10-12

Water-sorted placers, distribution and character of......................... 39-48

figure showing........................... 41

West End Creek 

description........................... 193

discharge......_................... 193

Whisky Creek mouth, 

Casadepaga River near:

discharge....................._... 80

Willow Creek (Casadepaga River drainage)

near 

Eidgeway Creek:

discharge........._................ 81

Willow Creek (Kruzgamepa River drainage) 

discharge............................ 194

Windy Creek (Kougarok River drainage)

near 

Anderson Gulch:

discharge............................ 220

Windy Creek (Sinuk River drainage) 

description.......................... 147

discharge............................ 149

discharge, daily...................... 148

gage heights......................... 148

Wonder Gulch,

Coffee Creek near:

discharge............................ 220

o