UNITED STATES DEPARTMENT OF THE INTERIOR 

Ray Lyman Wilbur, Secretary 

GEOLOGICAL SURVEY 

W. C. Mendenhall, Director 

Water-Supply Paper 638 

CONTRIBUTIONS TO THE HYDROLOGY 

OF THE UNITED STATES 

1931 

NATHAN C. GROVER, Chief Hydraulic Engineer 

UNITED STATES 

GOVERNMENT PRINTING OFFICE 

WASHINGTON: 1932 

For sale by the Superintendent of Documents, Washington, D. C. - - - - - - - - - - 35 cente 

CONTENTS 

[The letters in parenthe.."es preceding the titles ar~ those used to designate the papers for advance 

publication] 

Page 

(A) A preliminary report on the artesian water supply of Memphis, Tenn., 

by F. G. Wells________ _____________________________________ _ 1 

(B) Water-power resources of the Rogue River drainage basin, Oregon, by 

B. E. Jones, Warren Oakey, and H. T. Stearns______ ____________ 35 

(C) Outline of methods for estimating ground-water supplies, by 0. E. 

Meinzer_______________________________________________ _____ 99 

(D) QualityofwateroftheColorado River in 1928-1930, byC.S.Howard_ 145 

Index-------------------------------------------------------- 159 

ILLUSTRATIONS 

Page 

PLATE 1. Map of Memphis, Tenn., showing location of wells_______ In pocket. 

2. Altitude of the water level in the Auction A venue "wet well" 

and the Central A venue well, pumpage of the Memphis Artesian Water Department from the Wilcox group, altitude of 

the Mississippi River at Memphis, and rainfall at Bolivar, 

Tenn_________________________________________________ 22 

3. Map of southwestern . Oregon showing developed and proposed 

power sites in the Rogue River Basin_____________________ 44 

4. Profile of the Rogue and Illinois Rivers showing location of dam 

sites------------------------------------------- ------- 44 

5. A, Rogue River entering the canyon section 12 miles below 

Grants Pass; B, Rogue River 24 miles below Grants Pass____ 44 

6. A, Rogue River looking upstream from Howard Creek; B, 

Rogue River half a mile above Bunker Creek______________ 44 

7. A, Rogue River in sec. 13, T. 34 S., R. 8 W., half a mile below 

Almeda; B, Rogue River half a mile above Curry-Josephine 

countyline----------------~--------------------------- 44 

8. A, Canyon in volcanic ash near headwaters of Rogue River; B, 

CraterLake___________________________________________ 44 

9. A, Natural bridge formed by lava tube through which Rogue 

River flows; B, Canyon of Rogue River above Prospect_____ 44 

10. A, Rogue River above bridge at Prospect; B, Mill Creek Falls, 

RogueRiver______________________ ____________ _________ 44 

11. A, Mouth of Rogue River; B, Hamaker reservoir site, Rogue 

River--------------------------------------------- ---- 52 

12. Plan, cross section, and area and capacity curves, Taylor 

Creek reservoir site, Rogue River Basin___________________ 60 

13. A, Lost Creek dam site, Rogue River Basin; B, Taylor Creek 

damsite, Rogue River Basin____________________________ 60 

14. A, Josephine Creek dam site for Kerby Reservoir, on Illinois 

River, Rogue River Basin; B, Hell Gate dam site, Rogue 

River Basin____________________________________________ 68 

m 
IV ILLUSTRATIONS 

Page 

PLATE 15. A, Lower end of Kerby reservoir site on Illinois River, Rogue 

River Basin; B, Dam site for reservoir on Applegate River, 

Rogue River Basin_______ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 68 

16. A, Kerby dam site, Illinois River, Rogue Rjver Basin; B, 

Diversion dam of Prospect power plant, Rogue River Basin_ 68 

17. A, Raygold power plant, Rogue River Basin; B, Prospect 

power house No.2, Rogue River Basin__________________ 68 

18. A, Ashland power house, Rogue River Basin; B, Rapids on 

Rogue River above Gold HilL__________________________ 76 

19. A, Dam and pumping plant of Grants Pass Irrigation District 

at Savage Rapids, Rogue River; B, Butte Creek dam site, 

Rogue River Basin____________________________________ 76 

20. A, Ament Dam, Rogue River above Grants Pass; B, Rock 

Point Dam site, Rogue River Basin; C, Trail Creek dam site, 

Rogue River Basin_____ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 84 

21. A, Horseshoe Bend dam site, Rogue River Basin; B, Rogue 

River 2 miles above Mule Creek; C, Swing Bridge dam site, 

just below Grave Creek, Rogue River Basin______________ 84 

22. Plan, cross section, and area and capacity curves, Copper Canyon powersite, Rogue River Basin______________________ 84 

23. A, Rogue River below the mouth of Stairs Creek; B, Mule 

Creek Canyon, Rogue River, three-quarters of a mile above 

StaksCreek__________________________________________ 92 

24. A, Agricultural land in Rogue River Valley near Illahe; B, 

Illinois River at Fall Creek dam site ___________ --------- 92 

25. A, Copper Canyon dam site, Rogue River Basin; B, Rogue 

River from Trout Creek_______________________________ 92 

FHmRE 1. Log of well C--25 of the Memphis Artesian Water Department_ 13 

2. Average daily pumpage of Memphis Artesian Water Department, 1897 to 1928___ __ _____ _ _ _ _ _ __ _ _ _ _ __ _ _ __ _ _ _ _ __ _ _ _ 21 

3. Monthly averages for the period May, 1927, to September, 

1929, of the altitude of the water level in the Auction 

A venue" wet well" and the Central A venue well, the pumpage of the Memphis Artesian Water Department from the 

Wilcox group, the altitude of the Mississippi River at 

Memphis, and the rainfall at Bolivar, Tenn______________ 24 

. 4. Rise of water level in the Auction A venue "wet well" with rise 

in the Mississippi River notwithstanding increase in pumping from the Wilcox group_____________________________ 26 

5. Rate of rise of water level on shutting down pumps at the 

Auction Avenue station on October 25, 1891, and March 6, 

1898________________________________________________ 27 

6. Profiles of pressure-indicating surface in 1898, 1902, and 1928_ 31 

7. Profiles of pressure-indicating surface in 1914 and 1928____ __ 32 

8. Plan, cross section, and area and capacity curves, Hamaker 

reservoir site, Rogue River Basin_______________________ 59 

9. Plan, cross section, and area and capacity curves, Lost Creek 

reservoir site, Rogue River Basin_______________________ 61 

10. Plan, cross section, and area and capacity curves, Applegate 

. reservoir site, Rogue River Basin_______________________ 63 

11. Plan, cross section, and area and capacity curves, Josephine 

Creek dam site and Kerby reservoir site, Rogue River Basin 65 

12. Plan, Butte Creek dam site. Rogue River Basin____________ 78 
lLL USTRATIONS v 

Page 

FIGURE 13. Plan and cross section, Trail Creek dam site, Rogt:e River 

Basin_______________________________________________ 80 

14. Plan, cross section, and area and capacity curves, Horseshoe 

Bend power site, Rogue River Basin______________ _____ 87 

15. Plan, cross section, and area and capacity curves, Stairs 

Creek power site, Rogue River Basin___________________ 89 

16. Plan, cross section, and area and capacity curves, Fall Creek 

power site, Rogue River Basin_________________________ 93 

17. Plan, Collier Bar dam site, Rogue River Basin ___ .:_ _________ 96 

18. Map of the Colorado River drainage basin, showing sampling points_________________ ________________________ 146 

19. Average daily load of dissolved matter carried by the Colorado River and its principal tributaries_________________ 149 

WATER-POWER RESOURCES OF THE ROGUE RIVER 

DRAINI GE BASIN, OREGON 

By BENJAMIN E. JoNES, 1 ARREN OAKEY, and HAROLD T. STEARNS 

SUMMARY 

The volcano whose crater ~ now occupied by Crater Lake, in southweetern 

Oregon, during its last active period poured forth volcanic ash that covered the 

country within a radius of abdut 25 miles. Rain and melting snow percolate 

easily into this light material, ut after entering the ground the progress of the 

water is slow, and several months are required before it reaches the streams. 

Through the long dry season, t herefore, run-off from the · rains of the previous 

winter and spring is appearing! in the creeks and rivers to maintain the flow, 

although there is no precipitatitn. 

The Rogue River qrains the · estern half of this areaaround Crater Lake. It 

rises at an altitude of about 5,0J 0 feet and flows in a. southwes.terly direction for 

210 miles to the Pacific Ocean. The drainage area is 5,080 square miles. The 

upper part of the basin is rough nd wooded and has little tillable land. Its annual 

precipitation is 50 to 75 inchesf This upper section furnishes practically all of 

the low-water flow of the rive . The middle part of the basin constitutes the 

agricultural portion. Because pf the low rainfall, 20 to 30 inches annually, and 

its seasonal distribution, very few crops can be raised without irrigation; yet 

when water is put on the land it ~ as productive as that in any other part of Oregon. 

Below the mouth of the ApplegJte the river enters a more rugged region and flows 

in a fairly wide canyon contaii

1 ing little marketable timber and practically no 

tillable land except a few farms below Illahe. · 

The main tributaries of the RJogue River are the Applegate and Illinois Rivers. 

The Applegate River drains an ' gricultural area and during the summer is almost 

entirely used for irrigation. The Illinois River drains a mountainous area not 

far from the coast and is used t d

1 

a slight extent for irrigation above Kerby; below 

that place it flows in a narrow ca~nyon until it joins the Rogue River. The rainfall 

in the basin of the Illinois Riv+ amounts to about 68 inches, but there is a dry 

period from June to September, f"hen the flow is very low, for the volcanic ash that 

acts as a reservoir on the uppe~ Rogue River does not reach to the basin of the 

Illinois River. 

Because of the character of its basin, the large and well-sustained flow, and th~ 

steep gradient, the Rogue Rive~ is well suited for use as a source of power. Field 

studies were made by the United States Geological Survey in 1923 and 1926 to 

determine the amount of power available and its relation to the public lands. 

Maps and profiles of the river hfve already been published., and a comprehensive · 

scheme of development is outli ' ed in this report. (See pls. 3 and 4 and Tables 

1 and 2.) There are at prese t (1930) eight constructed power plants in the 

basin, of which four are on the main stream and four on tributaries. All these 

sites are capable of further development. 

The principal plants are thosJ at Prospect and Raygold, owned by the California-Oregon Power Co. A smal l plant at Gold Hill is used to pump water for the 

35 
36 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

town. At Savage Rapids an irrigation company has erected a dam to raise the 

water level 20 feet for the double purpose of diverting water directly into a lowlevel canal for irrigation and of supplying power to pump water to a high-level 

canal. The city of Ashland maintains a small municipal plant on Ashland Creek. 

The plants on Butte Creek and Mill Creek were erected to supply power to sawmills, and one on Reuben Creek supplies a mine. The information concerning 

constructed plants in the Rogue River Basin is summarized in Table 1. 

Two reservoir sites were found on the Rogue River, one on the Applegate River, 

and one on the Illinois River. The upper site on the Rogue River is at Hamaker 

Meadows, in T. 29 S., R. 4 E., where a dam 160 feet high would create 20,000 

acre-feet of storage, but the rock of the reservoir site and surrounding country 

is porous, and a detailed geologic examination is necessary to determine whether 

or not the reservoir will hold water. The Lost Creek reservoir site on the Rogue 

River is in T. 33 S., Rs. 1 and 2 E ., and has a potential capacity of 110,000 

acre-feet with a dam 170 feet high; this reservoir would flood some bottom lands 

now cultivated and irrigated and would require the moving of a few houses and 

the relocation of a portion of the Crater Lake Highway. A third possible reservoir site on the Rogue River above Taylor Creek is not considered practicable 

because of the excessive cost of valuable agricultural land that wo.uld pe flooded. 

A reservoir site on the Applegate River in T. 37 S., R. 6 W., has a potential 

capacity of 195,000 acre-feet with a dam 135 feet high; considerable damage to 

lands, buildings, and highways would result from its construction. Near Kerby, 

on the Illinois River, a dam 170 feet high would create a reservoir of more than 

400,000 acre-feet capacity; this reservoir site is mostly on private land, but the 

power plants on the Illinois River below would all be on public land. 

The potential power at each proposed power site is summarized in Table 2. 

The Prospect site, the largest on the upper river, has been considered in connection 

with the present plant. Most of the sites involve no particular difficulties in 

construction. 

At the Gold Hill site, by building a dam 13 feet high in sec. 11, T. 36 S., R. 3 W., 

a canal 2.6 miles long, and a penstock half a mile long, a head of 65 feet could be 

obtained, which would permit the generation of 5,800 horsepower for 90 per cent 

of the time and 11,400 horsepower for 50 per cent of the time without regulation. 

Below Grants Pass there are several good sites where the river flows in narrow 

rocky canyons. The Taylor Creek site is the first of these. A dam 82 feet high 

with a crest length of 270 feet at this point would flood only 560 acres of land, 

most of which lies in the narrow bottom of the canyon. The dam could easily 

be built to a greater height, but it is doubtful if the increase in head would pay 

for the agricultural lands overflowed. 

At the Swing Bridge site, in T. 34 S., R. 8 W., a dam 107 feet high would have 

a crest length of 500 feet. The damage to property at this site and the two 

sites immediately below would be negligible. 

At the Horseshoe Bend site, in T. 33 S., R. 9 W., a rock-fill dam 128 feet high 

is proposed. The spillway would be across the bend. 

At the mouth of Stairs Creek, in T. 33 S., R. 10 W., a dam 150 feet high would 

have a crest length of 320 feet. This is an excellent site for a dam, but it would 

be difficult to reach with construction materials. 

The lowest power site on the Rogue River is at Copper Canyon, where a dam 

200 feet high would have a crest length of 550 feet. There would be some property damage due to backwater from this dam, but it would not be excessive 

The dam site is about 20 miles from Gold Beach, a harbor on the Pacific Ocean, 

and the construction of a railroad or highway . to the site would not be very 

difficult. 
WATER-POWER RESOURCiS OF ROGUE RIVER BASIN, OREGON 37 

The value of. the power sites/ on the Illinois River is dependent on the construction of the Kerby Reservoir, and the construction of this reservoir is largely 

dependent · on the amount of ddmages that must be paid for about 8,400 acres 

of land that would be overflow d. The land is sandy and of little agricultural 

value, and it should be obtainable at a price that would make the project feasible. 

There are many excellent damj sites below Kerby. In the scheme proposed, 

besides the dam to create the rerby Reservoir, a dam 175 feet high would be 

built at Fall Creek, a dam 190 feet high with half a mile of tunnel at the site 

above dear Creek, and a dam 175 feet high with 2.8 miles of tunnel at Bald 

Mountain. It is estimated th,t these three projects, together with the Kerby 

Reservoir and the power that wf.uld be generated at the reservoir, would furnish 

145,000 continuous horsepower lin a year of normal precipitation. Stream-flow 

records for the Illinois. River, however, cover only short periods, and the. estimates 

may be either too high or too l w. · 

The rated capacity of turbines and water wheels installed at the eight constructed 

plants in the Rogue River B~sin is 59,800 horsepower. The total pote:Qtial 

power on the Rogue River and the Illinois River amounts to 558,000 horsepower 

for 50 per cent of the time an1 188,000 horsepower for 90 per cent of the time 

with the natural flow of the st~eam, and to 575,000 horsepower for 50 per cent 

of the time and 455,000 horse:gower for 90 per cent of the time with the flow 

regulated by the four proposed /reservoirs. 

The power available for 50 tnd 90 per cent of the time under conditions of 

natural flow as reduced by prospective irrigation demands and the power available after partial regulation by/ the use of the Hamaker, Lost Creek, Applegate, 

and Kerby Reservoirs are shown in Table 2. As the lower sections of these 

reservoirs contain only a small fmount of storage, this portion will be maintained 

to create a power head. No a~tempt has been made, however, to estimate the 

potential power due to the fluetuating head in the reservoirs except at Kerby. 

The increase from storage in thJ flow for 90 per cent of the time at Copper Canyon 

is due largely to the release of I tored water from the Kerby Reservoir, which is 

used to regulate the flow of the Illinois River. 
Index 

No. Name 

TABLE 1.-Developed power sites in the Rogue River Basin, Oreg. 

[Estimates of power based on static head and over-all plant efficiency of 70 per cent) 

Stream Static 

head (H) 

(feet) 

With existing flow 

Flow (second-feet) Horsepower 

90 per cent of 

time 

(Q90) 

50 per 

c~~~f j0.08HQ90 j0.08HQ50 

(Q50) 

Installed 

horsepower 

With regulated flow 

Flow (second-feet) Horsepower 

90 per cent of 

time 

50 per cent of J0.08HQ90 J0.08HQ50 

time 

·----1 I f--l---l---·---l---1---1---1---l---l---

12RD 6 12RD 15 12RD 16a 12RD 18 12RD 26 12RD 29 12RD 31 12RD 33 

.Index 

.No. 

:J.2RD 1 ·12RD 2 :12RD3 

Prospect. ____________ _________ Rogue River______ __________ 620 

Raygold. _______ _ . . ____ __ __________ do_______________________ 22 Gold HilL ___________________ __ ____ do_______________________ 18 

Savage Rapids __ ______ ___ __________ do_____________ ____ ____ __ 28 

Mill Creek ____________ ______ __ Mill Creek._________________ 25 Butte Falls _______ __ __ ________ Butte Creek________________ 49 

330 

1,110 

1,110 

930 

45 

133 

590 

2,150 

2,190 

2,340 

85 

160 

16,400 

1, 950 

1, 600 

2,080 

90 

520 

29,200 

3, 780 

3,150 

5,240 

170 

626 Ashland _____________ __ . . . ..... Ashland Creek______________ 405 , ______ ____ , ____ ______ , __________ , _____ ____ _ 

Reuben Creek •• __ ·----------- Reuben Creek. __ .-----·----·---------- 1. 2 I 2. 75 , __________ , _____ __ __ _ 

53,800 

2, 750 

20 

1, 800 

30 

b750 

600 

20 

a 795 

1, 670 

1, 670 

1, 490 

45 

133 

a 1, 330 

2,150 

2, 190 

2,340 

45 

160 

39,400 

2,940 

2, 380 

3, 340 

85 

520 

66,000 

3, 780 

3,150 

5, 240 

170 

626 

59, 770 1----------1----------1----------1----------

a Including proposed diversions. b Not used for several years. 

Name 

Hamaker------- ____ •.. ________ Castle Creek ________ ________ _ 

TABLE 2.-Undeveloped power sites in the Rogue River Basin, Oreg. 

[Esthi)ates of power based on static head and over-all plant efficiency of 70 per cent) 

With existing flow 

Flow (second-feet) Horsepower 

Stream Static Static 

head (H) 90 per 50 per head (H) 

(feet) cent of cent of 0.08HQ90 0.08HQ50 (feet) 

time . time 

(Q90) (Q50) 

------------------- Rogue River ________________ 200 80 125 1, 280 2,000 200 __ _ . . do ___________________ ____ 200 225 375 3,600 6, 000 200 

Union Creek ... --------------- ___ .. do _______ ____________ c ___ 280 290 500 6, 500 11,200 280 

With regulated flow 

Flow (second-feet) Horsepower 

90 per 50 per cent of cent of 0.08HQ90 0.08HQ50 

time time 

---------------

130 130 2,080 2, 08( 

270 375 4, 320 6,00( 

344 500 6, 500 11, 20( 

~ 

00 

c 

0 

z 

~ c:1 

~ 0 

z 

rJl 

t-3 

0 

~ ~ 

s 

~ 

0 

~ 

~ 

~ t::1 

rJl 

~ !fl 

eo '"""' 

eo, 

'"""' 
12RD 4 Top Creek __________________ __ ___ __ do ___ ________ _____ _______ l 1 12RD 5 Riter Creek _______ __ ______ _______ __ do_____________________ __ 2 

i~~g ~ ~~~~~~~~-a-------~~=================== =~~======================= g 12RD 8 Lost Creek _________________________ do _________ ______ __ ___ __ _ 12RD 9 Butte Creek _______________________ do ___ ______ ______ ______ _ _ 12RD 10 Elk Creek _________ __________ _______ do _____ ______ __________ _ _ 

12RD 11 Trail Creek _______ ___ _____________ do--------- ---- -----

12RD 12 Long Creek __ _____ ___ _________ __ ___ do ___________________ ___ _ 12RD 13 Reese Creek _________________ _______ do ___ __ ______ _____ ____ _ _ 12RD 14 Little Butte Creek ____ ____ _______ __ do ___ ______ ___ ______ ____ _ 12RD 16 Gold Hill __________________________ do ______________________ _ 12RD 17 · Rock Point .. __________________ ___ __ do _____________ _____ ____ _ 12RD 19 Ament_ ___ ______ ___ ______ ______ ____ do _________ _________ ___ _ _ 12RD 20 Hell Gate ________________________ __ do ____________________________ _ 12RD 21 Taylor Creek ________________ _ _____ do ___ __________________ _ _ 

12RD 22 Swing Bridge _____ ___ _____ _____ ____ do_____________ __ ______ __ 1 12RD 23 Horseshoe Bend ____ __ ___________ ___ do_______________________ 1 12RD 24 Stairs Creek _________________ ____ ___ do___________ __ _______ __ 1 12RD 25 Copper Canyon _________ _________ __ do_______ __ ______________ 2 12RD27 SouthFork ___________________ SouthForkofRogueRiver__ 6 12RD 28 Rancheria _____________________ Butte Creek________________ 2 12RD 30 McNeil Creek _____ __ __________ _____ do _____ _____ _________ __ __ 330, 3 12RD 34 Kerby ____ ___ _________________ Illinois River_______ __ ___ ____ 1 12RD 35 Fall Creek _________ __ _____ ____ __ ___ do_ _________________ __ __ 2 12RD 361 ClearCreek ________________________ do ____ ______ ___ ________ _ l 2 12RD 37 Bald Mountain _____________________ do_______________________ 4 

Add for lllinois River, where_ ------------------------------ maximum power at some plants coincides with mini- mum at others, giving con- tinuous output of 145,000 

horsepower. 

Add for developed sites 12RD 1---------------~--------------1- 15 and 12RD 18. 

1-· 

Total potential power of 1------------------------------1 

Rogue River Basin. 

o Partly developed; compare with No.6 in Table 1. 

10 325 00 330 20 700 30 775 70 845 55 920 30 920 25 1, 030 50 1, 030 43 1,050 35 1,110 55 1,110 18 1, 130 15 930 

1, 010 82 1, 020 07 1, 030 28 1,060 50 1,100 00 1, 220 50 65 00 133 50 133 72 38 50 60 20 80 25 85 

--- ----------

--- ----------

- ----

--- ----------

575 3,640 6,440 585 5, 280 .9, 360 1, 330 34,700 66,000 

1, 350 14,200 24, 500 1,400 10,400 17, 100 1, 660 4, 780 8, 640 1, 660 2, 210 3, 980 1, 860 2,060 3, 720 1, 860 4, 950 8, 930 1, 900 3, 610 6, 540 2, 030 3,100 5, 680 2,190 5, 770 11,400 

2, 210 1, 630 3, 280 2, 360 1, 350 2,630 

2,950 ---------- ---------- 2,970 6, 700 19,500 

3,130 8,800 26,800 

3, 200 10,800 32,800 

3, 250 13,200 39,000 

5,150 19,500 82,400 170 3,430 8, 980 160 2,130 2, 560 160 3, 830 4, 220 850 523 11,700 I, 330 1, 200 26,600 

1,800 1, 400 31,700 

1, 910 2,900 65,000 

---------- ---------- ----------

---------- . 4,030 9, 020 

------------ ---------- 187,503 557,680 

140 385 575 200 386 585 700 795 1, 330 230 870 1, 330 70 1,140 1,690 65 1, 240 1, 910 30 1, 240 1, 910 25 1,400 2,030 60 1,420 2,030 43 1, 430 2,050 35 1, 650 2,070 65' 1, 670 2,190 18 1, 690 2, 210 15 1,490 2,360 

---------- 2, 390 2,950 82 2,400 2,970 107 2, 410 3,130 128 2,440 3, 200 150 2,480 3, 250 200 4, 850 5,150 660 65 170 200 133 160 330, 360 133 160 55-172 0 1,070 250 1, 300 1, 570 220 1, 750 2, 010 425 1, 770 2,290 

---------- ---------- ----------

---------- ---------- ----------

------------ ---------- ---------- ----------

4, 310 6,180 

39,400 

16,000 

14,000 

6, 450 2, 980 

2, 800 6,820 

4, 920 

4,620 

8,690 

2,430 2, 000 

------ ---- 6, 700 20,600 

25,000 

29,800 

77,600 

3, 430 2,130 

3, 830 0 25,000 

30,600 

60,300 

29,100 

6, 280 

----

154,870 

6,440 

9,360 

66,000 

24,500 

20,700 

9,940 

4,580 

4,060 

9, 740 

7,040 

5,800 

11,400 

3, 280 2,630 

---------- 19,500 

26,800 

32,800 

39,000 

82,400 

8,980 

2,560 

4,220 

6,500 

27,000 

33,300 

78,000 200 

9,020 

----

575,030 

~ 

~ 

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0 

~ ~ 

~ Ul 

0 

~ 

~ 

a 

t;j 

Ul 

0 

~ 

~ 

0 

~ 

~ 

~ ~ 

td 

> Ul 

1-1 

z 

0 

~ 

t;j 

Q 

0 

2'! 

C'-' 

~ 
40 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

INTRODUCTION 

PURPOSE AND SCOPE OF THE INVESTIGATION 

The Rogue River is well suited to use as a source of power because 

of the character of its basin, its large and well-sustained flow, and its 

steep gradient. For this reason the United States Geological Survey 

made an investigation during the summer of 1923 to determine the 

amount of power available and to examine the public lands that will 

be affected by the projects when built. 

Benjamin E. Jones and Warren Oakey, hydraulic engineers, of the 

conservation branch, spent a total of eight months in the field studying 

conditions along the Rogue River and its tributaries. They selected 

dam and reservoir sites to be surveyed and were constantly in touch 

with the three parties sent out by the topographic branch. Maps 

were prepared covering all those portions of the basin which seemed to 

possess valuable power possibilities. The Rogue River proper was 

mapped from a point slightly below its source to tidewater at Gold 

Beach, and the Illinois River, its main tributary, was mapped from a 

point 7 miles above Kerby to its junction with the Rogue River. 

These maps and profiles of the streams have been published in 14 

sheets.1 Several dam and reservoir sites were surveyed in greater 

detail and considerable work showing possible diversion projects 

was done. In 1926 Harold T. Stearns spent about one month in the 

field studying the geology at the dam and reservoir sites. 

From a study of the maps and of conditions on the ground estimates 

of potential power available in the different sections of the river have 

been made and a comprehensive scheme of development has been 

outlined. (See pls. 3 and 4.) The scheme of development followed 

in actual construction will be determined by the state of the science 

at the time the development is made and in the light of further detailed 

surveys and estimates ~f cost. 

ACKNOWLEDGMENTS 

Acknowledgment is due to the California-Oregon Power Co. for 

furnishing transportation, for the assignment of an engineer to one 

of the parties, and for general assistance rendered throughout the 

work. Acknowledgment is also due to the irrigation companies for 

specific information relative to their projects. 

GEOGRAPHY 

The Rogue River Basin (see pl. 3) is shut in by the Umpqua Mountains on the north, the Cascade Mountains on the east, the Siskiyou 

Mountains on the south, and the Coast Range on the west. The 

t Plan and prorue of Rogue River, Oreg., from mouth to National Creek, South Fork to mile 9, Middle 

Fork to mile 4, Butte Creek to mile 18, Illinois River to a point 7 miles above ~erby, aQ<,l, OlinQr tril:>t1~~i~. 

!'rice, $1.40. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 41 

drainage area is 5,080 square miles, practically all of which lies in the 

southwestern part of Oregon. The river rises on the slope west of 

Crater Lake at an altitude of about 5,000 feet and flows in a southwesterly direction for 210 miles to the Pacific Ocean. The upper 

part of the basin is rugged and contains little tillable land. The soil 

here is porous volcanic ash and pumice, the precipitation is heavy, and 

there. is, in general, a thick forest cover; this part of the basin therefore 

forms an excellent catchment area. The central part of the basin, 

from Bear Creek to the Applegate River, constitutes the agricultural 

portion. Below the mouth of the Applegate River the surface is 

more rugged and the river flows in a fairly wide canyon almost to 

Illahe, 7 miles above the mouth of the Illinois River (pls. 5, 6, 7); in 

this section there is very little timber and practically no tillable land. 

From lliahe to the mouth of the river the canyon is much wider and 

there are a few farms. 

The main tributaries of the Rogue River are the Applegate and 

Illinois Rivers. The Applegate River rises in the Siskiyou Range and 

flows in a northwesterly direction until it reaches the main stream. 

During the summer it is almost entirely used for irrigation. The 

Illinois River rises in the same range and flows in the same general 

direction. Above Kerby it is used to a slight extent for irrigation, but 

below that place it enters a narrow canyon, in which it flows until it 

joins the Rogue River at Agness. There is no agricultural land in 

this canyon, and the timber values are very low. 

Mining, both lode and placer, has from time to time been carried 

on at many points within the basin of the Illinois River, but at the 

time of this investigation no active operations were noticed. 

The chief agricultural areas are along the Rogue River near Grants 

Pass, the valley of Bear Creek near Medford, and the valley of the 

Applegate River. Because of the low rainfall in this part of the basin 

and its seasonal distribution very few crops can be raised without 

irrigation, yet when water is put on the land it is as productive as that 

in any other part of Oregon. The principal crops are orchard products, 

particularly pears. 

The timber resources of the country around Butte Falls, on Butte 

Creek, are now being developed on a large scale, and this will doubtless contribute considerably to the progress of the district by encouraging the settlement of the agricultural land which is being cleared. 

GEOLOGY 

A description of the geology of the numerous reservoir and dam 

sites involves mention of so many structural features, formations, and 

types of rocks that a brief summary of the important events in the 

geologic history of -western Oregon and of the areal distribution of 

the chief formations is given here. 
42 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

The known facts in the geologic history of western Oregon before 

Cretaceous time are few, for the sediments older than Cretaceous 

have been completely metamorphosed and. now occur as schist, slate, 

and serpentine. These rocks are exposed along the lower part of the 

Rogue River in Jackson, Josephine, and Curry Counties. Dam sites 

in these rocks involve no problems of leakage, and all of them are 

satisfactory for foundations. 

Late Jurassic or early Cretaceous time was marked by intrusions 

of large masses of granodiorite and other igneous rocks and by great 

movements of the crust. During Cretaceous time the northern and 

central parts of western Oregon lay below sea level, and in this area 

were deposited sediments which upon consolidation became conglomerate, shale, and sandstone. These sediments were then subjected 

to considerable folding, which has altered their original character and 

tilted the beds at steep angles. Outcrops of these sedimentary rocks 

are seen along the Illinois and Rogue Rivers in Josephine and Curry 

Counties. Many of the rugged canyons and consequently the sites 

of important dams and reservoirs are in the late Jurassic or early 

Cretaceous intrusive rocks. The granodiorite, diabase, and other 

intrusive rocks of this period cooled under the weight of overlying 

sediments, and consequently they do not have the porous structure 

and leaky contacts and joints that characterize so many of the later 

extrusive rocks; moreover, in crushing strength most of them are 

equal to granite, and all are sufficiently strong to support large structures. Generally speaking, these intrusive rocks form excellent sites 

from the point of view of both the geologist and the engineer, and they 

are as a whole better than the sites in any of the later formations. 

During the Tertiary -period numerous changes occurred, chief 

among which was the building of the Cascade Mountains by uplift 

and volcanic action. The Eocene, or early part of the Tertiary, was 

a time of deposition and marine invasion, during which extensive beds 

of sandstone and conglomerate were deposited. Igneous activity also 

was intense, for thick dikes and sills of basaltic lava were intruded i~to 

the sediments. The sites in the sedimentary rocks of this epoch are 

generally good, although there may be slight leakage along bedding 

planes. 

During the later half of the Tertiary period marine deposition 

continu,ed over the northw~~tern part of the State, interrupted by 

occasional periods of uplift. None of the dam and reservoir sites 

are located in the sedimentary rocks of this time. The later Tertiary 

together with the Pleistocene was a time of greatest volcanic activity. 

Numerous volcanoes along the Cascade Range poured forth thick 

flows of lava and emitted showers of pumice; among these was Mount 

Mazama, whose collapse formed the caldera now occupied by Crater 

Lake. (See pl. 8, B). Many of the lava flows coursed down river 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 43 

valleys and partly filled then1. Since that time the rivers have excavated portions of the lava fills and formed narrow canyons with 

vertical walls of lava, in which are many rapids and waterfalls. (See 

pls. 9, B, and 10). 

The Rogue River Valley, as shown by the terraces at the Hamaker 

and Lost Creek sites, has had a long and complicated geologic history. 

The ttncestral valley at the Lost Creek site had about the sarne width 

as the present valley but was not so deep. During the Pliocene epoch 

numerous eruptions of basalt occurred fron1 vents on the upper slopes 

of Mount Mazama. This lava was very fluid; it flowed down the 

Rogue River Valley for many miles and accumulated to a depth of 

about 200 feet. In reestablishing its course the river naturally sought 

the lowest places in the lava fill. Many of these places were at the 

contact of the lava with the old valley wall; consequently the river 

renewed its work of cutting at one side of its ancient canyon and carved 

a new canyon with the rocks of the old valley wall on one side and 

the rocks of the new lava fill on the other. In some places its new 

course did not coincide with the old one, and long stretches of the 

old river channel, either to the right or left of the present channel, 

remain buried under hundreds of feet of lava. The remnants of the 

lava fill or intracanyon flows now form high flat-topped benches along 

the river. A very conspicuous one is crossed by the new Crater Lake 

Highway at the site of the canal of the Prospect power plant. Near 

this place the Rogue River leaves the top of the intracanyon lava and 

enters a deep valley at the edge of the lava fill. The bench that lies 

220 feet above the south side of the river in theN. ?~sec. 25, T. 33 S., 

R. 1 E., is a remnant of this intracanyon lava fill. The road from 

McLeod Bridge up the east side of the Rogue River follows along the 

top of this bench for several miles. This remnant of the intracanyon 

lava occupies a critical position in the success of the Lost Creek site 

and is discussed further on page 7 6. 

Most of the intracanyon lava is fractured and fissured, and at many 

places it covers ancient gravel beds through which impounded water 

might escape . rapidly. 

Pumice deposits cover wide areas, especially in the vicinity of 

Crater Lake and in the upper part of the Rogue River Valley. (See 

pl. 8, A.) After the Rogue River had carved out a wide valley in 

the intracanyon lava and had reached approximately its present 

stage, a gigantic mud flow came down the valley during one of the 

great explosive eruptions of Mount Mazama, probably not long before the collapse of the volcano. This mud flow consists almost entirely of ash and pun1ice boulders. 

Accompanying explosive volcanic eruptions there are generally torrential downpours resulting from the condensation of volcanic steam 

and from meteoric storms, but because of the great thickness of light 

31558°-32--4 
44 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

volcanic ash and pumice deposited, the streams become choked and 

soon either stop flowing or flow as a pasty mud. Thus each valley 

becomes filled, sometimes to overflowing, with the pasty ash and 

pumice. During the eruption of Mount Mazama the streams poured 

their pumiceous mud into the master stream-the Rogqe River-where 

its accumulation formed a mud flow about 200 feet thick, which 

moved many miles down the valley. As the deposit was only slightly 

consolidated the river soon carved a new valley in it, leaving terraces along the valley wall at the Hamaker site and elsewhere. 

Dam sites in the intracanyon lava and pumice may be excellent 

so far as purely physical form is considered, but the porous nature of 

the rock, the rnisplaced draina.ge, and concealed river channels (see 

pl. 9, A) make them treacherous for storing water because of possible 

leakage. 

During Pleistocene time the high peaks of the Cascade Range were 

covered with glaciers, which moved down the valleys of most of the 

larger streams. While these glaciers existed the master streams were 

overloaded with debris and aggraded their valleys. Later erosion 

excavated valleys in the glacial fill, leaving the remnants as gravel 

terraces. Some of the dam sites are located in this material and are 

consequently poor because of the amount of excavation necessary to 

reach bedrock. 

CLIMATE 

The Rogue River Basin is surrounded by mountains that range in 

height from about 3,000 feet to over 8,000 feet, increasing gradually 

as the eastern limit of the basin is approached. The following table 

giving the mean monthly and mean annual temperature at several 

points in the basin, listed in order from east to west, shows how the 

temperature varies with the altitude and with the distance from the 

sea. 

TABLE 3.-Mean monthly and yearly temperature (° F.) in the Rogue River Basin, 

Oreg. 

Month Crater Prospect Medford Grants Gold 

Lake Pass Beach 

------ ---

January_------- .-----------------·------------------ 24.5 34.8 37. 8 39.1 44.6 February __________________________ ______ _______ ----- 27.7 38. 0 41.8 42.5 45.0 March ______________________________________________ _ 32. 1 42.4 46.1 46.6 46.7 ApriL ______________________________________________ _ 36.6 46.9 50.9 51.3 49.6 

May __ ----------------------------------------------- 41.6 51.9 56.6 56.8 51.5 June ________________ -------------------------------- 47.7 58.0 64.8 62.6 55.2 

JulY------------------------------------------------- 55.6 65.9 71.6 69.6 57.6 August ________________ ___________________________ -__ 54.7 65.0 70.9 68. 9 59.2 September __________________ . _______________________ _ 47.4 57.7 63.3 61.9 57.8 

October_--------------- _____ ------------------------ 39.3 49.6 52.9 53.6 55.2 November _________________________________________ _ 31.0. 41.3 43.4 44.5 49.6 December_. _________ ---------------------- _________ _ 25.0 35.3 37.1 39.1 46.9 

----------------- Yearly mean_--------------------------- _____ _ 38.6 48.8 53.1 53.0 51.6 Altitude. ______________________________________ feet._ 6,016 2,800 1,425 940 40 
U. S. GEOLOGICAL SliH\'EY 

124" 

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EXPLANAT ION 

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1\IAP OJ<' SOUTH\VESTEHN OREGON AND NORTH,VESTERN CAI~I FORNL\ SliO";lNG D.EYEl.OPED 

AND PROPOSED POWER SITES IN ROGUE IUYEH BASIN 

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U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 5 

A. ROGUE RIVER ENTERING THE CANYON SECTION 12 MILES BELOW GRANTS PASS 

B. ROGUE RIVER 24 MILES BELOW GRANTS PASS 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 6 

A. ROGUE RIVER LOOKING UPSTREAM FROM HOWARD CREEK 

B. ROGUE RIVER HALF A MILE ABOVE BUNKER CREEK 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 7 

A. ROGUE RIVER IN SEC. 13, T. 34 S., R. 8 W., HALF A MILE BELOW ALMEDA 

B. ROGUE RIVER HALF A MILE ABOVE CURRY-JOSEPHINE COUNTY LINE 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 8 

A. CANYON IN VOLCANIC ASH NEAR HEADWATERS 

OF ROGUE RIVER 

B. CRATER LAKE 
U. S. GEOLOGICAL SURVEY 

A. NATURAL BHIDGE FORMED BY LAVA TUBE 

THROUGH WHICH ROGUE RIVER FLOWS 

WATER-SUPPLY PAPER 638 PLATE 9 

B. CANYON OF ROGUE RIVER ABOVE PROSPECT 
U. S. GEOLOGICAL SURVEY WATER- SUPPLY PAPER 638 PLATE 10 

A. ROGUE RIVER ABOVE BRIDGE AT PROSPECT B. MILL CREEK FALLS, ROGUE RIVER 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 11 

A. MOUTH OF ROGUE RIVER 

B. HAMAKER RESERVOIR SITE, ROGUE RIVER 

WATER-POWER RESO~RCES OF ROGUE RIVER BASIN, OREGON 45 

The table also shows that at only the highest points in the basin 

does the mean monthly temperature fall below the freezing point. 

In spite of 'the low winter temperatures at Crater Lake the lake itself 

never freezes over, but this is probably due to its great depth, as 

Diamond Lake and Klamath Lake freeze over during the winter, 

although both are at a much lower altitude. 

The following precipitation table, based on Weather Bureau records, 

shows the monthly and annual rainfall at various points from west 

to east and also the way in which the rainfall is distributed. It may 

be noted that although the amount of precipitation at the various 

stations for the same month varies greatly, yet the trend at all the 

stations is the same, as there is a constant decrease from January to 

August and a constant increase from August to November, and 

December is usually somewhat lower than November. 

TABLE 4.-Mean monthly precipitation, in inches, in the Rogue River Basin, 

Oreg. 

Gold . Grants Med- Jack-~ Ash- Butte Pros-

---------I-B_e_ac_h Agness Galice Pass ~ sonville . land Falls ~ 

January_-------------------- 15. 43 10. 27 12. 10 5. 72 2. 41 4. 64 2. 97 4. 85 6. 74 February ___________________ _ 14. 50 8. 71 4. 38 4. 59 1. 99 3. 64 2. 34 3. 54 4. 96 March _____________________ _ _ 9. 85 7. 79 3. 35 3. 18 1. 27 2. 41 1. 96 2. 41 3. 38 ApriL _______________ _______ _ 5. oo 4. n a. 22 1. 11 1. 48 1 48 1 54 2. 87 2. 97 

May __ ---------------- _____ _ 3. 88 1. 84 1. 85 1. 53 1. 20 1. 74 1. 66 2. 59 2. 50 June _____ -------------------- 1. 87 1. 09 . 67 . 85 . 75 1. 00 1. 05 1. 60 1. 31 

July------------------------- 1.06 .36 .49 .17 .46 .38 .50 .84 .74 August_ __ __________________ _ . 33 . 31 . 08 . 24 . 20 . 36 . 32 . 34 . 34 

September __________________ _ 1. 38 2. 61 2. 10 . 94 . 66 . 88 . 88 1. 75 1. 94 

October_ -------------------- 4. 77 2.93 3.17 1.91 1.02 1. 60 1.37 2.13 3.15 November ________ __________ _ 14. 24 9. 40 8. 33 4. 51 2. 72 3. 87 2. 60 6. 01 7. 15 

December------------------- 9. 59 8. 21 7. 01 4. 98 2. 21 4. 19 3. 08 3. 69 4. 42 

Yearly mean__________ 81.90 58.29 46.75 30.33 16.37 26.19 20.27 32.62 39.60 

The snowfall ranges from only a trace at Gold Beach to a recorded 

depth of 354.8 inches at Crater Lake. It seems, however, that the 

am~unt recorded for Crater Lake must be largely drift snow, for on 

Wizard Island, which is somewhat sheltered from the wind, the snow 

line is clearly marked at about 12 feet, or 144 inches.2 

The annual precipitation along the course of the Rogue River itself 

averages 55 inches, ranging from somewhat over 75 inches near the 

coast to a minimum of 16 inches near Medford and then increasing 

again to about 75 inches near the headwaters. The two major 

tributaries of the Rogue River-the Illinois and Applegate Rivershave an average precipitation of 68 and 38 inches, respectively. The 

range along the Illinois River is from 100 inches on the west side of 

the basin to about 50 inches on the east side; that along the Applegate 

River is from 55 inches on the west to 27 inches on the east. 

2 Diller, J. S. and Patton, H. B., The geology and petro~aphr of Crawr L~e N!ltion!ll P&rk; U. S, 

OeoJ. Sl.lrver Prof. Paper 31 p. 601 1902, 
46 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

FACTORS AFFECTING HYDRAULIC STRUCTURES 

Ice will not materially interfere with the development of power on 

the Rogue River except possibly in the part of the basin above 

Prospect, and even there its effect is questionable. Though the temperature in the upper part of the basin in November, December, 

January, and February (see Table 3) is favorable for ice formation 

the discharge record at Prospect shows that the run -off increases 

steadily during these months. The records of the gaging station at 

Prospect indicate that there is no trouble due to ice. A possible 

explanation of the small amount of ice is that during the winter 

practically all of the discharge from the upper part of the basin 

comes from ground storage and springs and the temperature of the 

water from these sources is ordinarily considerably above freezing. 

At all proposed developments provision must be made to carry the 

maximum flood flow without damage to the hydraulic structures. 

The floods in the upper part of the basin a~e not severe; and as the suggested plan of power development in this section includes only small 

diversion dams and canals, the excess flow can readily be carried by 

the main river channel. In the middle part of the basin low· dams 

must be used in order that the damage due to flooding farm lands 

may be minimized. The banks here are low and are not very resistant to erosion. In order, therefore, that floods may be passed without allowing too much rise in the pond level, dams composed largely 

of gates must be used. 

In the lower or canyori section of the river and on the Illinois River 

the floods may be severe, and either spillway tunnels or an overflow 

dam section must be used to pass the flood waters. Fortunately, 

most of the dams in these sections form large ponds in which the 

flow not capable of being passed by the wasteway will be stored, 

thereby ironing out the maximum flood peak. 

The Rogue River is noted for its clear ,cold water, and no difficulty 

will be experienced with silt; all other debris is so small in amount 

that it can readily be disposed of without damage to plant or 

equipment. 

A few of the proposed developments will necessitate the relocation 

of certain parts of highways, but an effort has been made throughout 

to provide for the maximum power available with minimum damage 

to present or proposed improvements. This can readily be accomplished, as the population of the district is very sparse and is, in 

general, concentrated in the agricultural portion of the basin, where 

the land is highly developed and where the slope of the river is so low 

as to preclude development for a long time. In the upper part of 

the basin the river grade is steep, and small dams with canals and 

pipe lines are suggested for the generation of power; such development will do little if any damage, considering the character of the 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 47 

country. In the lower part of the basin the river flows in a canyon 

that is occupied by few people and contains a very small proportion 

of agricultural land; in this section relatively high dams with adjacent power houses are suggested as a desirable method of development. 

Between the town of Galice a:p.d the source of the Rogue River the 

stream is paralleled by a highway that could readily be improved 

sufficiently to enable construction machinery and materials to be 

transported. In the lower canyon sections of the Rogue and Illinois 

Rivers, however, no means of transportation other than pack animals 

exists, and trails could not be improved sufficiently to withstand 

heavy trucking except at considerable expense. 

By constructing first the dam at Copper Canyon (site 12RD 25), 

the backwater would enable water transportation to be used on both 

the Rogue and Illinois Rivers practically to the next higher site; 

and by continuing this method through the canyon sections transportation difficulties would be largely overcome. 

A small motor boat runs from the mouth of the Rogue River (see 

pl. 11, A) to the junction of the Illinois River at Agness, but if a 

highway were built the boat would be discontinued, so it is considered 

·improbable that there will be any navigation above Copper Canyon 

except the driving of logs. Provision for passing logs should be made 

at all dams constructed on the river, and any permits or licenses 

should contain a provision permitting the United States to construct 

locks or other works for navigation at any of the dams if this is ever 

found desirable. 

A suitable method of allowing fish to paf::ls 'up the river must be 

worked out before any power dams can be built on the lower section 

of the Rogue River. At present power development on the lower 

river is prevented entirely by an act of the legislature in the interests 

of migratory fish. Projects begun prior to the passage of the act, 

which was approved March 4, 1929, are probably not affected by it. 

WATER SUPPLY 

SEASONAL VARIATION IN STREAM FLOW 

The annual precipitation ranges from 16 to 75 inches at different 

points in the basin but has the same general seasonal distribution at 

the different stations. The precipitation in the higher parts of the 

basin during the winter is largely in the form of snow, which contributes markedly to the stream flow during March, April, May, and 

June. The upper part of the basin is heavily timbered, and the soil 

is composed of a very porous volcanic material that absorbs during 

the rainy season an immense quantity of water, which is gradually 

released during · the remainder of the year. The sustained flow in 

the cheadwater streams during the dry season has been attributed· by 

many persons to the presence of Crater Lake, (See pl. 81 B.) The 
48 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

following very rough analysis, based largely on data given by Diller 

and Patton,3 shows that this belief is hardly warranted, as less than 

10 per cent of the flow can be so accounted for. The yearly fluctuation in the stage of Crater Lake is about 4 feet. During the rainy 

season the water level rises, and during the dry season it falls. 

Records of the lake level taken during the month of September at 

varying intervals from 1892 to 1901 disclose the fact that the low 

stage did not change appreciably during that time. As the level 

of the lake is practically constant from year to year, the only water 

that can be contributed to the headwater streams is that due to the 

excess of precipitation over all other losses. The precipitation is 

possibly as high as 80 inches a year, and evaporation, which is the 

source of by far the greatest loss, is about 46 inches a year. The 

difference, or 34 inches, is available to feed the small streams. The 

total water and tributary drainage area is about 27.5 square miles, 

of which all but 7.9 miles is in the lake; the error introduced by 

treating the whole area as a unit will be small. The total area multiplied by the net amount of water received, with the necessary factors 

applied to reduce the result to acre-feet, gives about 50,000 acre-feet. 

This volume of water uniformly distributed throughout the year is 

the equivalent of a constant addition to the streams heading around 

Crater Lake of about 70 second-feet, whereas the combined flow of 

these streams is over 1,000 second-feet. The base data are possibly 

somewhat in error, but it is hardly conceivable that the error is 

sufficiently great to account for this difference. 

Records of the discharge of the Rogue River at Raygold 4 beginning August 30, 1905, are given in Tables 5 and 6; records for stations 

above and below Prospect covering shorter periods are given in Tables 

7 and 8. A list of all gaging stations that have been maintained in 

the Rogue River· Basin, with the period of record, is given as Table 

13. Unless otherwise indicated all stream-flow records cover the 

12-month period ending September 30. 

July, August, September, and October constitute the period of 

low run-off; the discharg~ for January, February, March, April, and 

May is uniformly high; and that for November, December, and June 

approximates the average annual flow. During March, April, May, 

June, July, and August the rainfall constantly decreases, but in spite 

of this the melting snow keeps the run-off high for the first four months 

of the period. This effect is particularly evident in the records both 

above and below Prospect, but at Raygold the deficiency in rainfall 

and the depletion of the ground-water storage are more than can be 

a Diller, J. S., and Patton, H. B., op. cit., pp. 53-61. 

4 This station is in sec.18, T. 36 S., R. 2 W., at Raygold railroad station, half a mile below the mouth of 

Bear Creek. Records at this station for the years 1906-1921 read "Rogue River near Tolo, Oreg." The 

post office at Tolo having been discontinued, tbe designation of the gaging Stt\t\QP '\VI:¥! (!h~§ed, h9ginning 

1922 to "Ro~~ ~iv~!' M Raygold, near Q~H~mJ foint, Oreg." 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 49 

offset by the run-off from melting snow, and the discharge falls rapidly. 

The great increase of the discharge below Prospect over that above 

Prospect during this period is worthy of note. It is due in small part 

to the slightly greater drainage area at the lower station but chiefly 

to the fact that between the two stations the Rogue River cuts down 

through about 500 feet of water-bearing strata (see pl. 9, B), in which 

are many springs and seepages. The low-water period extends from 

July to October at all stations. 

ANNUAL YIELD AND MINIMUM FLOW 

The records in the Rogue River Basin are not sufficiently long to 

show the existence of cycles of heavy and light run-off nor any general 

trend. However, a comparison of the shorter records with those at 

Raygold gives some idea whether the flow recorded at each station 

was higher or lower than normal. The index of wetness is found by 

dividing the total annual precipitation for any one year by the mean 

annual precipitation for a long period of years. According to the 

records of discharge above Prospect the index of wetness for 1908 to 

1912 at that station is only slightly above normal, and that for 1924 

to 1.927 is below normal. Below Prospect the index of wetness for 

the period 1916 to 1926 is about 14 percent belownormal. The record 

of discharge at Raygold has been compared with the longer records on 

the Columbia River at The Dalles and the Willamette River at Albany 

and with the rainfall records. The longest discharge record is that of 

the Columbia River at The Dalles, which began in 1879. This record 

shows that the low years were 1889, 1891, 1905, 1915, 1924, and 1926. 

The lowest year was probably 1926. The precipitation record for 

western Oregon also shows a continued low period from 1915 to 1926 

and an extremely dry period from 1922 to 1926. For 1889 there are 

few data except the record of the flow of the Columbia River at The 

Dalles on which to base an estimate of the dryness in the Rogue River 

Basin; but a note in a Weather Bureau report for 1889 states that the 

year was very dry in eastern Oregon and in the lower Willamette 

Valley, so it is inferred that in southwestern Oregon there was more 

precipitation, and the records of rainfall bear out this inference. In 

1891 the precipitation in western Oregon was 71 per cent of the mean, 

and in 1926 it was 70 per cent of the mean. These rather meager 

facts seen1 to indicate that the flow of the Rogue River was lower in 

1926 than in either 1889 or 1891. In 1905 the precipitation was 91 

per cent of the mean. The run-off of the Willamette River at Albany 

was nearly 2 inches greater than in 1926. The minimum flow of the 

Rogue River at Raygold in September, 1905, was 1,240 second-feet, 

compared with 860 second-feet in 1926. So undoubtedly the discharge of Rogue River was greater in 1905 than in 1926. Beginning 
50 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

with 1906 stream-flow records are available on the Rogue River at 

Raygold. 

From the records on the Columbia River beginning 1879 and the 

precipitation records for western Oregon beginning 1891 it · can be 

assumed that a year of low flow will occur once for each 8 or 10 years 

of record and a year of very low flow will occur once in a much longer 

period. The low years may not occur 10 years apart, however, for 

records of stream flow seem to indicate cycles of flow, several dry 

years occurring close together. No method is known for predicting 

the length, time of occurrence, or cause of such cycles. Plotting the 

index of wetness for western Oregon for the 36 years ending 1926 

against the number of times each figure was equaled or exceeded 

indicates that a year as dry as 1926 will probably occur only once in 

scores of years. 

The records on the Rogue River include the low period from 1915 

to 1926, and the estimates of power available are based on this record. 

The power estimates are therefore conservative and probably are 

somewhat low. The Q90 flow (see Table 6) is shown to be remarkably consistent, ranging from 1,030 to 1,543 second-feet, except in 

1924, when it fell to 867 second-feet, and in 1926, when it was'only 

"819 second-feet. The Q50 flow ranged from 1,579 to3,722 second-feet, 

except in 1924, when it fell to 1,400 second-feet, and in 1926, when it 

was 1,300 second-feet. The maximum recorded discharge of the 

Rogue River at Raygold was 60,000 second-feet, but the mean flow 

for the day on which that stage occurred was 48,300 second-feet. The 

minimum recorded daily discharge at Raygold was 770 second-feet 

in 1926. Prior to 1924, when it was 813 second-feet, the minimum 

recorded mean daily discharge was 937 second-feet. 

The run-off at Raygold during a normal year is about 2,200,000 

acre-feet. For the years 1906 to 1927 the flow 50 per cent of the time 

was 2,150 second-feet and the flow 90 per cent of the time was 1,180 

second-feet. The maximum annual flow of record on the Rogue 

River at Raygold occurred during the year 1906-7, when 3,030,000 

acre-feet passed the gaging station, and during four other years the 

flow has been in excess of 2,500,000 acre-feet. The flow in 1925-26, 

when only 1,100,000 acre-feet passed the station, is the minimum 

of record, although it was only slightly less than the flow of 1,220,000 

acre-feet during the year 1923-24. The results of miscellaneous 

measurements made in the Rogue River Basin in July and September, 

1923, are given in Table 9. Because of an exceptionally dry summer 

the September measurement given is probably somewhat below the 

normal low flow. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 51 

- TABLE 5.-Summary of monthly mean discharge, in second-feet, of Rogue River at 

Raygold, Oreg., 1906-1927 

Year Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. Year 

----------------- - - - ----

190.5-6_---------- --- - 1, 390 1,370 1,490 4,000 4,040 3,840 4,370 4,220 3, 840 2,440 1, 390 1, 310 2, 810 

1906-7- -------------- 1, 340 1, 680 2,820 4, 710 12,500 7,650 7.800 3,640 3, 310 2,290 1, 740 1,"490 4, 250 

1907-8_ - - ------------ 1, 320 1. 410 5, 550 5,350 3,450 3,420 4, 530 4,150 3,290 2,260 1, 510 1,460 3,140 

1908-9 _- ------------- 1, 840 2,440 1, 960 11,800 6, 730 3, 790 3, 310 3,200 2,830 1,800 1,450 1,470 3,560 

1909-10. - --- --------- 1, 520 8,410 5, 620 3, 600 5,240 6, 750 3, 240 3,180 2,290 1,640 1, 390 1,180 3, 670 1910--1L __ ___________ 1,260 4,270 4, 940 4,110 3,810 3,670 3, 930 3, 760 3, 200 1,890 1, 340 1,240 3,120 

1911-12_- --------- --- 1,170 2,160 1, 640 6, 720 7, 720 4,040 3, 860 5, 910 4,170 2,150 1, 530 1,540 3,550 

1912-13 _ .. -- ------ ---- 1,400 2,150 2, 350 3, 930 3, 390 3,450 5, 810 4, 920 3, 750 2,490 1,630 1, 410 3,060 

1913-14. ----- -- -- ---- 1, 650 2,100 2, 140 6, 300 3,630 4,880 4,090 3,080 2, 260 1, 500 1, 200 1, 430 2,860 

1914-15_ - ----- ------- 1, 1!90 1, 460 1, 250 1,890 2, goo 2,820 3,020 2, 710 1,880 1,450 1,050 1,040 1, 930 

1915--16_ ------------- 1, 030 1, 680 2,400 2, 760 6, 980 4,420 4,160 3, 530 2, 940 1, 940 1,270 1, 250 2, 860 

1916-17-- ----------- - 1, 230 1, 330 1, 350 1, 900 2, 990 4,180 6,450 6, 700 5, 750 2, 700 1,480 1, 340 3,120 

1917-18.------------ - 1, 240 1,430 2,890 4, 510 4,420 3, 770 3, 250 2, 510 1, 700 1, 270 1, 130 1,160 2,440 

1918-19- - ------------ 1, 220 1,440 1,460 3,000 4, 500 4.860 6, 250 4,840 2,600 1, 470 1,160 1,200 2,830 

1919-20.----- ---- ---- 1,140 1, 920 2,830 2,060 1, 720 :t, 220 3, 780 3, 270 2,160 1, 280 1,000 1, 220' 2, 050 1920--2L _____ ____ ____ 1, 630 3,350 5,080 6,370 8,030 5,440 4,280 5,410 4,340 2, 360 1, 690 1, 620 4,130 

1921-22. - -------- ---- 1, 600 2, 710 3, 320 2,380 3,180 3,810 4,190 5,260 3, 750 1, 730 1,400 1, 300 2,890 

1922-23- ------------- 1, 350 1,460 2, 720 4,160 2,490 2,640 3,250 2,850 2,170 1,480 1,190 1,110 2,240 

1923-24_- ------------ 1, 290 1, 290 2,150 2,020 3, 540 2,070 2, 370 1, 680 1,110 932 879 871 1, 670 

1924-25. - ------------ 1,410 3,640 3, 950 5,190 7,640 2,830 4,340 3,460 2,410 1, 390 1,180 1, 250 3,190 

1925--26 _- ------------ 1,190 1, 330 1, 750 1,820 3, 720 2,180 1, 650 1, 340 970 831 820 860 1,520 

1926-27- - ------------ 983 3,040 4,650 4,080 8, 740 4,120 4,430 4,300 3,320 1,640 1, 210 1,280 3,440 

Minimum _______ ____ 983 1,290 1, 250 1,820 1, 720 2,070 1,650 1, 340 970 831 820 860 1, 520 

Mean ___ ------------ 1, 359 2,367 2, 923 4, 216 5, 0621 3, 948 4,198 3, 815 2, 911 1, 770 1,302 1,274 3, 015 Median _______ ____ __ 1, 330 1, 680 2, 560 4, 040 3, 925 3, 800 4,125 3,585 2,885 1, 685 1, 305 1, 265 2, 975 Maximum _______ __ __ 1,840 8,410 5, 620 11,800112, 5001 7, 650 7,800 6, 700 5, 750 2, 7001 1, 740 1;620 4, 250 

TABLE 6.-General summary of stream-flow data of Rogue River at Raygold, Oreg., 

1906-1927 

Discharge in second-feet 

Year Index of Index of 

Mini- Maxi- run-off a wetness b 

Q90 Q50 mum mum Mean 

----------------------

1905--6_ ------------------- ------ 1, 31.2 2,408 1, 230 27, 800 2, 810 0. 97 1.00 

1906-7- - ---------------------- -- 1, 349 2, 789 1, 270 48,300 4,250 1.46 1. 21 

1907-8_- ------------------------ 1, 345 2,896 1,190 29,400 3,140 1. 08 1. 02 

1908-9_------------- ~ --------- -- 1,469 2,412 1, 320 29,800 3,550 1. 22 1.05 

1909-10_ - ----------------- ------ 1, 346 2, 652 1, 180 48,300 3, 670 1. 26 1.06 

1910--11.----------------- ----- -- 1, 264 2,655 1,120 31,000 3,110 1.07 1. 00 1911-12 ____ _ ------- -------------- 1,249 2, 625 1, 120 35,000 3, 530 1. 21 1.05 1912-13 __ ____ -------------------- 1, 417 2,845 1,180 11,300 3,050 1.05 1.00 

1913-14------------------- ------ 1, 275 2,167 1,180 21,200 2,850 .98 1. 05 

1914-15 ___ ----------------------- 1, 060 1, 579 960 9, 700 1,920 .66 . 76 

1915--16 ___ --------- ---------- ---- 1, 157 2,245 962 15,800 2,840 .98 1.16 19!&-IL ----- __ ___ , ____ _______ _ 

1 

1, 265 1, 950 1, 010 9,100 3,110 1. 07 . 78 1917-18 ___ _ ---------------------- 1,147 1, 912 1,060 16,700 2,430 .84 .82 

~~1t~t = == ==== == == == = === = = == == 

1,147 1, 663 948 12, 700 2,820 .97 .93 1, 041 1, 716 937 7, 480 2,050 .71 . 79 1, 543 3, 722 1, 220 19,300 4,110 1.40 1. 05 1921-22 ___ ----------------------- 1, 376 2, 329 1, 200 15,400 2, 880 .99 .86 

1922-23 __ _ --------- ------------- - 1, 186 1, 933 1, 050 lii,600 2, 240 • 77 .87 1923-24 __ _ ----------------------- 867 1,400 813 9, 300 1, 670 .57 . 61 

1924-25 __ _ ----------------------- 1,150 2,540 875 33,900 3,190 1.10 .94 

1925--26 ___ ------- ---- ---- -------- 819 1,300 770 6,020 1, 520 .52 0 70 

1926-27 __ _ ------- ---- ------ -- ---- 1, 030 3,030 840 48,900 3,440 1.18 1.19 

Minimum __ .c __ __ _ _ _____ _ __ _ _ __ 

Mean 819 1,300 770 6, 020 1, 520 ---------- ---- -- - --- ___ _____ ____ _____ _______ __ Medi 1, 219 2,308 1, 065 22,820 2,910 ---------- ---------- an ______ ______ ___ ____ __ ___ Maximum 1, 257 2,368 1,090 18,000 2, 950 ---------- ---------- __ ___ __ __ ___ ______ ____ 1, 543 3, 722 1, 320· 48,900 4, 250 --- ------- ----------

a Yearly mean divided by the mean for the period. b Yearly precipitation for western Oregon divided by the long-time average. 
52 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

TABLE 7.-Summary of combined monthly mean discharge in second-feet, of Rogue 

River and the California-Oregon Power Co.'s flume below Prospect, Oreg., 1916-1926 

Year Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. Year 

---------------- - ------------ 1915-16 ___ 571 763 1,000 705 1; 710 1, 750 2,020 2,000 1,870 1,280 783 719 1,260 1916-17 __ 670 704 686 669 786 796 1, 700 2,600 2,880 1,640 841 715 1,230 

1917-18_- 677 740 1,220 1,670 1,340 1, 340 1, 760 1, 560 1,040 702 608 .'i99 1,100 

191R-19_- 599 615 579 902 941 921 1, 900 1, 940 1, 280 746 637 622 972 1919-20_- 605 893 936 956 842 806 1,190 1,480 1, 020 686 567 606 883 1920-2L_ 774 1, 210 1,160 1, 510 1,560 1,660 1, 720 1, 950 1, 810 1,100 868 834 1,340 1921-22 __ 834 1,230 1, 320 914 882 973 1,400 2,250 1, 910 973 825 773 1,190 1922-23 _- 757 763 832 1,140 797 1,020 1,420 1,590 1,190 804 644 615 964 1923-24_- 614 654 878 750 1,240 811 1, 020 844 587 519 485 479 738 1924-25 __ 390 873 921 1,300 1, 910 1,070 1, 470 1, 550 1,030 591 504 498 1,000 1925-26 __ 468 494 628 574 1,170 879 761 571 403 338 320 305 572 

-

TABLE B.-Summary of monthly mean discharge, in second-feet, of Rogue River 

above Prospect, Oreg., 1908-1912 and 1921,.-1927 

Year Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. Year. 

----------------------------- 1907-8 ___ ------- --- ---- ------- ------- 590 801 1,180 1,130 1,060 572 417 443 ------ 1908-9_ -- 576 532 468 ------- 791 715 832 1,020 915 445 440 458 ------ 1909-10_- 496 a650 b1, 320 901 982 1,390 1,240 1,160 768 510 464 502 ---787 1910-1L_ 529 . 966 1,070 515 601 887 1,090 1, 210 1,140 511 443 487 1911-12_ - 466 621 516 1,480 ------- ------- ------- ------- ------- ------- ------- ------- ------ 1923-24 _- 0410 0439 666 533 936 572 710 591 389 321 297 295 511 1924-25 __ 376 843 856 1, 030 1,490 782 1,200 1,260 801 477 409 408 823 1925-26 __ 379 422 558 503 1, 050 767 649 497 3561 302 294 283 501 1926-27-- 325 784 956 806 1,280 846 1,070 1,540 1,330 620 460 462 869 

a November 1-19. b December 10-31. c Estimated. 

TABLE 9.-Miscellaneous discharge measurements in the Rogue River drainage basin, 

Oreg., during the year ending September 30, 1923 

Date Stream Tributary to- Location 

July 18 __ Boundary Springs ________ Rogue River ____________ NE.~ sec. 4, T. 29 s .. , R. 5 E __ Sept. 5. ______ do ____________________ ___ __ do ______ ___ ____________ _____ do _______ -_---_-_-------- July 18 __ Minnehaha Creek ________ _____ do _______ __ __________ SW. ~sec. 11, T. 29 S., R. 4 E. 

Sept. 5 ______ _ do ________ _____ ____________ do ____ ____ ____ ____________ do ___ ___________ _____ ____ --

July 18 __ Hamaker Creek _________ ___ __ do ___________________ NE. ~sec. 15, T. 29 S., R. 4 E _ July 18 __ Hurryon Creek ______ _________ do ___________________ SE. ~sec. 15, T. 29 S., R. 4 E __ Sept. 5 _______ do ____ _________ ___ __ _______ do __ ___ _____________ _ _______ do _____________ -___ ------

July 18 __ National Creek_ --------- ___ __ do ___________________ NE. ~sec. 32, T. 29 S., R. 4 E _ Sept. 10 ______ do ___________ . _____ ____ ____ .do _________ ---------- _____ do _____ __ ________ ---------- July 16 __ Copeland Creek _______________ do ___________________ NE. ~sec. 8, T. 30 S .. R. 4 E_ 

Sept. 10 ______ do _________________________ do---------c--------- _____ do _________ ---- ------------ July 16 __ Crater Creek __________________ do _______________ ____ NE. ~sec. 5, T. 30 S., R. 4 E_ 

Sept. 10 ______ do ______ ----------- _____ --do _____ _____ ______________ do _________ ---------------- July 16 __ Bybee Creek __________________ do ___________________ NE. ~sec. 26, T. 30 S .. R. 3 E _ Sept. 10 ______ do ____________________ __ ___ do _________ --.- ____________ do _______ ~- __________ ------ July 16 __ Gastle Creek __________________ do ________ ____ _______ SE. ~sec. 26, T. 30 S., R. 3 E_ 

Sept. 10 __ ____ do ______ ---------- ____ ___ __ do ______ ___ ____ ___________ do ___________ __ ---_- ___ ---- July 1L_ Union Creek ________________ __ do ___________________ NE. ~sec. 3, T. 31 S., R. 3 E_ 

Sept. JO ______ do _________________________ do ___ c ______________ __ ____ do __________ --------------- July 1L_ Mill Creek ____ ________________ do ___________________ Sec. 33, T. 31 S., R. 3 E-------

Sept. 10 ______ do ______________ ___________ do ________________________ do _____ -- ________ ---------- July 17 __ Bar Creek _____________________ do ___________________ Sec. 32, T. 32 S., R. 3 E ______ _ 

July 19__ Middle Fork of Rogue _____ do___________________ NE. ~sec. 3, T. 33 S., R. 3 E_ 

River. · Sept. 6. ______ do ___ ___ ___________________ do ________________________ do _____________ ------------

July 19__ South Fork of Rogue Middle Fork of Rogue SE. ~sec. 12, T . 33 S., R. 3 E_ 

River. River. Sept. 6 _______ do __ _______________________ do ________________________ do ___________ -------------- July 17 __ Red Blanket Creek __ . ____ ____ _ do ___________________ Sec. 33, T. 32 S., R. 3 E ___ ___ _ Sept. 9 _______ do ______________ c _____ ___ __ do _____ -------------- _____ do __________ --------------- July 2L_ Willow Creek ____________ Big Butte Creek ________ NE. ~sec. 20, T. 35 S., R. 3 E_ July 2L_ Rancheria Creek ______________ do ___________ _______ ~ _____ do ________________________ _ 

July 14 __ Elk Creek ___ ·· ------------ Rogue River ____________ Sec. 30, T. 33 S., R. 1 E ______ _ July 13 __ Illinois River __________________ do _____ ________ ______ Kerby, Oreg _________________ _ July 23 _______ do _________ _____ __________ ._do ______ ------------ ______ do _____________ . ________ ---- Sept. L ______ do ________________________ .do _____ ___ ----------- _____ do _________________ --------

Discharge (secondfeet) 

42.3 

27.5 

14.1 

5.22 

1. 56 

4.23 

1. 72 45.3 

35.0 

49.4 

37. 1 65.6 

45.8 

39.2 

25.8 

30.5 

14.1 

62.3 

49.3 

29.9 

23.3 

4. 93 163 

123.5 

184.8 

75. 3 91.0 

62.8 

71.0 

58.2 

17.8 

. 98.2 

65.2 

29.0 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 53 

Along the Illinois River the soil of the mountain sides is shallow, · 

· and the volcanic ash that acts as a reservoir on the upper Rogue 

River is lacking; therefore the run-off follows closely on the rainfall, 

and the period of low precipitation in the summer is a period of very 

low flow. Precipitation records indicatea mean annua~ precipitation 

of 68 inches for the entire basin, and the mean for a 12-year period at 

Buckhorn Ranch, in the upper Illinois Basin, was 70 inches. The 

following discharge records were obtained during the investigation of 

the power possibilities of the Illinois River. 

Mean monthly discharge of the Illinois River near Kerby, Oreg., 1923 

JulY-----------------------------~--------------------- 81 August________________________________________________ 36 

September_____________________________________________ 27 

October _________________________________ __ _____________ 146 

Discharge records for the Illinois River at Kerby for the years 

ending September 30, 1927 and 1928, have been obtained by the 

State engineer of Oregon and are published in Water-Supply Papers 

654 and 674. 

Two measurements of the Illinois River made in 1910 by W. E. 

Herrings, former district engineer, United States Forest Service, were 

as follows: September 15, below Rancheria Creek, 43 second-feet; 

October 1, at mouth, 82 second-feet. 

The estimates of stream flow and potential power on the Illinois 

River are based on an assumed normal year. For the 19-year period 

ending September 30, 1914, the mean annual precipitation in western 

Oregon was below normal only once, and in the 10 years following 

1914 it was above normal only twice. The potential power of the 

river is determined by the normal flow, whereas the capacity of steam 

auxiliary required . depends on the flow of a dry year. The stream 

flow as given in Table 10 for the Kerby reservoir site, above Josephine 

Creek, was estimated from the records of discharge at Kerby for 1927 

and 1928 and the records of precipitation. For the other sites on the 

Illinois River the stream flow was estimated from the flow at Kerby 

on the basis of comparative drainage areas. The drainage areas used 

for the computation are given in Table 11. General measurements of 

the drainage areas of the Rogue River and its principal tributaries are 

given in Table 12. 

TABLE 10.-Estimated natural flow, in second-feet, of the Illinois River, Oreg. 

Fall Clear Bald Fall Clear Bald 

Month Kerby Creek Creek Moun- Month Kerby Creek Creek Mountain tain 

---- ------ November ______ ._ 1,180 1, 850 2, 500 2, 650 May ____________ _ 700 1,100 1, 450 1,600 December_ ______ 1, 810 2,850 3, 800 4,100 June _____________ 200 315 420 450 January ___ _____ _ 3, 000 4, 700 6,250 6,800 July _______ ____ __ 100 160 210 220 February ________ 1,400 2,200 2, 900 3,200 August_ _________ 60 95 125 135 March ___________ 1,600 2,500 3,300 3,600 September _______ 50 79 104 112 ApriL ___________ 1,500 2,400 3, 100 3,400 October _________ 100 237 312 336 
54 CONTRIBUTIONS TO HYD:ROLOGY OF UNITED STATES, 1931 

TABLE H.-Drainage areas and estimated discharge at power sites in the Rogue 

River Basin, Oreg. 

Rogue River 

No. -Name of site 

Drainage area 

Discharge o 

(second-feet) 

(square 1------,-----

miles) Q50 Q90 

----l-------------------~---------------------1 -----------------

1 Hamaker _____________________ __ ______________ --------------------

4 ~ Top g~~~ Creek 8~=~======== ________________ =~== = ~= ~~ ~=== ==== ==== ==== == ========== =~== === = -------------------- ________________ ___ _ :i Riter Creek __ ___ ____ _____ __________ ________ _________ ---------- ___ _ 

6 Prospect._ .. __ . __ ________________ _____ --------------- ____ --------- ~ Cascade _______________________________ ________ ___ __ . _______ _____ _ _ 

8 Lost Creek ___________________________ . __ . _____ __ ------------------

9 Butte Creek. __ ----------------- .. ______________ ------------------ 10 Elk Creek _____________________________________ ____ _____ __________ _ 11 Trail Creek. _____________________ ___________________________ _____ _ 12 Long Creek _____ __________________ ______ _____ __ ____________________ _ 13 Reese Creek _____ ____ ___________ ________ _____________ -------------- 14 Little Butte Creek _____________ _____ -------------- ____________ ___ _ 15 Raygold __________________ _________ _______ _________ ______ ________ _ _ 

16 Gold HilL __ _ _ .... ------------ ------------------- ___ .. __ -------- 17 Rock Point.. __________________ ---------------------- _____ _____ _ 

18 Savage Rapids.------------------------------------ ______ _____ ___ _ 19 Ament ________ ________ ------------------------ -------------------- 20 Hell Gate _________ ____ ___ ___________ _____ ___ _____________________ _ 21 Taylor Creek. __ ~--- -------- ____________________ _______ ____ ______ _ 

22 Swing Bridge. __ -------------------- ____ ------------ __________ ___ _ 23 Horseshoe Bend ___ ____ ____ ________ -------------- ____ _____________ _ 24 Stairs Creek _____ __ ___________________ __ _____ . _____ . _____ -------- __ 

25 Copper Canyon _________ ___ ___________ ______ ----------------------

Illinois River 

34 Kerby _______________________ . ________ ----------------------------

35 Fall Creek.------------------------------- ____ ---------- _________ . 36 Clear Creek _______ ______________________________ __ ____ __ ---------_ 

37 Bald Mountain.--------------------------------------------------

59 

187 

262 

312 

319 

b577 

583 

685 

926 

926 1,137 

1, 137 

1, 200 1, 580 

2, 020 

2, 050 

2,110 

2,390 

2,410 

3,370 

3,390 

3, 600 

3,680 

3, 780 

4,870 

380 

600 

792 

856 

125 

375 

500 

575 

585 1, 330 

1, 350 

1, 400 

1, 660 

1, 660 1,830 

1,830 

1, 860 

2, 000 2,150 

2,190 

2, 210 

2, 340 

2,360 

2, 950 

2, 970 

3,130 

3, 200 

3,250 

5,150 

850 

1,330 

1,800 

1, 910 

80 

225 

290 

325 

330 

700 

775 

845 

990 

990 

1,100 

1,100 

1,120 

1,180 

1,180 

1, 180 

1,200 

1, 210 

1, 210 

1,280 

1,290 

1,300 

1, 330 

1, 370 

1,490 

38 

60 

80 

85 

o With no allowance for diversions by Eagle Point and Grants Pass Irrigation Districts. b Area given is based on the assumption that Mill Creek, Red Blanket Creek, and the Middle and South 

Forks of the Rogue River will be diverted to the Rogue River above Prospect Dam. 

TABLE 12.-Drainage areas of the Rogue River and its tributaries, Oreg. 

Stream 

Rogue River_----------------- Do .. ______________ . ______ _ 

Do ____________ ------------ Do . . . ___________ __ -------- Do ____ ____ _______ ____ ____ _ Do ____ ________ __ _________ _ 

Middle Fork of Rogue River __ South Fork of Middle Fork of 

Rogue River. 

Butte Creek ______ ·--- __ ------ Do _______________ ------ __ _ 

South Fork of Butte Creek ___ _ Elk Creek ____________________ _ 

Trail Creek.------------------ Little Butte Creek ___________ _ 

Do .. ______ ----------------

Do .. ---------------------. South Fork of Little Butte 

Creek. 

North Fork of Little Butte 

Creek. Bear Creek __________ __ ___ __ __ _ 

Evans Creek ______ _ ------- ___ _ Applegate River _____________ _ Illinois River ________ ____ ____ .. 

_Point of measurement 

Above Prospect, sec. 20, T. 32 S., R. 3 E------------------------ Below Prospect, sec. 6, T. 33 S., R. 3 E ________________________ _ 

Above junction of Middle Fork, NW. U sec. 11, T. 33 S., R. 2 E. 

At Trail gaging station, SW . U sec. 10, T. 34 S., R. 1 W --------- At Raygold gaging station, sec. 18, T. 36 S., R. 2 W ------------- At mouth, SE. U sec. 25, T. 36 S., R. 15 W ______ ____ .. -------- __ Above junction of North Fork, NW. U sec.ll, T. 33 S., R. 2 E . . At mouth, NW. U sec. 9, T. 33 S., R. 3E -----------------------

At mouth, SW. U sec. 34, T. 33 S., R. 1 E ____________________ .. At forks, NW. U sec. 3, T. 35 S., R. 2 E ____________ _____ _______ _ At gaging station, SE. U sec. 11, T. 35 S., R. 2 E ___ ____ _______ _ At mouth, SW. U sec. 20, T . 33 S., R. 1 E ___________ __________ .. 

At mouth, NW. U sec. 3, T. 34 S., R. 1 W ---------------------- Above Eagle Point, SW. U sec. 31, T . 35 S., R. 1 E .. ______ ____ _ 

Above Eagle Point, SE. U sec. 35, T . 35 S., R. 1 W __ ----------- At mouth, SW. U sec. 7, T. 36 S., R. 1 W -------~---- --- ------- At gaging station, SW. U sec. 11, T. 37 S., R. 2 E __ ______ ____ __ _ 

At mouth, SW. U sec. 20, T. 36 S., R. 2 E _______________ --------

At mouth, NW. U sec. 20, T. 36 S.t-..R. 2 W --------------------- At mouth, SE. U sec. 16, T. 36 S., .tt. 4 w ______________________ _ At mouth, NE. U sec. 19, T . 36 S., R. 6 w ______________ -------- At mouth, NW. U sec. 18, T. 35 S., R. 11 W --------------------

Area 

(square 

miles) 

315 

378 

386 

1,110 

2, 029 

5,080 

240 

93 

245 

166 

113 

128 

61 

276 

284 

361 

110 

49 

380 

222 

768 

995 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 55 

TABLE 13.-Gaging stations in the Rogue River Basin, Oreg. 

Stream Location 

Applegate River_-- ----------------------- Near Buncom _______ ---------------------- Do. __ ----------- _______ __ _ ------------ At Murphy _______ ______ ------------------ Ashland Creek ________________ ____ __ ______ At Ashland. ________ ___ ____ _ -------------- Bear Creek _________ ___ ----C--- _ _ _ _ __ __ ____ At Medford _________________ .----------- -- Do__ ___________ _____ ___ ___ ____________ At Talent_ __ ______ ________________ __ __ ----

Butte Creek. ___ ______________ __ ____ __ ·- __ Near Butte Falls ____ __ _______ -------------- South Fork of Butte Creek ____ .. _______________ do _____________________ -------- _______ _ 

California-Oregon Power Co.'s flume .. __ Near Prospect_ ______ __ _______ ________ _ ----

Dead Indian Creek _________ ____ ·--------- At Lilyglen, near Ashland .. _-- ------- ---

Emigrant Creek ___ __ __________ _______ ___ __ Near Ashland _______ __ ·----------- - ------ Evans Creek ___ ____ ._ -- ~--"------ ----- 9 miles above Woodville ______ ___________ -- Illinois River. .. ___ ___ __ .. .. _ ·----- _____ At Kerby ___________ ___________ ___ ____ _ ---- Jumpoff Joe CreeL _________ _______ c _____ _ Near Merlin. ________ _ -------------- _-- - -- Little Butte Creek . . ____ --------------- --- Near Eagle Point. __ ______ ___ ______ __ __ _ _ Do _______ __ ___ ___ ___ __________ __ _____ Above Eagle Point. _____ _______ ____ ____ __ _ 

North Fork of Little Butte Creek _________ Above Medford intake _____________ ______ _ Do______________________________ ______ At Fish Lake. ______ ------------- ____ ___ -- Do ________ _________ .. ________ _____ _ Above intake ofRogueRiverValley CanaL 

South Fork of Little Butte Creek ________ Near Lake Creek post office __________ ____ _ Do __ ._ ._______ ____ ___________ __ __ ___ __ Near Deadwood ___________ _____________ --- Little Applegate River ___________ ______ ___ Near Ruch __________ ___________ __________ _ 

East Fork of Little Applegate River. _____ Near Buncom ______ ____ ______ _____ .. ___ __ _ West Fork of Little Applegate River _____ _ _____ do ____________ __ __ ___ ________ ________ _ 

Mill Creek ___ .. ------------------------ __ Near Prospect. _______ __ _ ---------- _______ _ Neil Creek __________________________ . ____ _ Near Ashland _______ __ ___________________ _ 

Rogue River __________________ _________ ___ Above California-Oregon Power Co.'s 

dam above Prospect. Do ________ ___ __ __ __ .. _____ __________ _ At California-Oregon Power Co.'s plant 

below Prospect. Do ___________ ________ . _ ____ __ ____ __ __ Near TraiL----------------- .. __ .. _______ _ Do _____ ______ ________ _ ---------------_ At Raygold near Central Point. _____ ____ _ Do______ __________ _______ _______ ___ ___ At Galice._-------------------- ___ _______ _ South Fork of Rogue River __ ____ _____ ____ Near Prospect. ______________ _____ __ __ ___ _ Thompson Creek ______ _____ ___ ___ ___ ___ __ 4~ miles above Applegate ____ __ ____ ___ ___ _ Wagner Creek . _____________ _____ ___ ______ Near Talent. _____ ___ ----------------------

FLOODS 

Period of record 

1911-1914. 

1907-1910. 

1913 (5 months). 1915-

1907-1911, 1912, 

1913, 1914, 1921, 

(parts of years) 1918-1920. 

191Q--11 , 1 9 15 

1917-

1913-

1916-1919 (parts 

of years). 

192Q--

1913 (4 months). 1927-

1922 (8 months). 1907-1916. 

1916--

1911-1913, 1922-

1914-

1916--1919, 1921-

191Q--1913, 1921-

1917-18. 

1913 (6 months). Do. 

Do. 1910 (2 months). 1913 (5 months). 

1907-1912, 1923-

1913-

191Q--1913. 

1905-

1906. 

1924-

1913 (5 months). 1913 (3 months). 

The following table shows the greatest recorded discharge at gaging 

stations on the Rogue River: 

Maximum recorded discharges in the Rogue River Basin 

Locality Date 

Above Prospect ___ _______________ :----------------------------------- Nov. 22, 1909 Below Prospect. ____________ ______ ________ ___ __ __ ___ ______ ____ ___ ____ Dec. 30, 1925 At Raygold _____ ___ ____________ ___ __ __ _____ ____ ____ _______ ___________ Nov. 23, 1909 

Drainage I Greatest area r~corded 

(square discharge miles) (second- feet) 

315 

378 2,020 

9, 300 8,180 

60,000 

The maximum discharge above Prospect and at Raygold during the 

flood of November, 1909, varied almost exactly in the ratio of the 

drainage areas. If this held true at the mouth of the Rogue River 

the maximum flow at that point amounted to 150,000 second-feet. 

In general the flood flow in second-feet per square mile decreases with 

the increase in drainage area. But there is a possibility that the flood 

flow from the lower tributaries is at least as great and possibly greater 

than the flood flow from the upper river, for the lower basin is rocky, 

with steep slopes, and probably receives a he-avy rainfall during flood 
56 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

periods. Drift on the banks of the river at Copper Canyon indicates 

that flood flows reach a stage 30 to 40 feet above low water. Undoubtedly large flood flows can be expected at the Copper Canyon 

dam site and comparatively large flows at sites above the mouth of 

the Illinois River. The flood flow at Raygold gives an idea of the 

flows to be expected above the mouth of the Applegate River. 

After the construction of the Kerby Reservoir on the Illinois River 

peak flows on that stream will be largely ironed out, and this will aid 

materially at the Copper Canyon site. The Kerby Reservoir will 

probably be built before any plants on the Illinois River are 

constructed. 

PRIOR WATER RIGHTS 

A considerable area in the Rogue River Basin is irrigated, but 

except for the large tract in the vicinity of Grants Pass, the water is 

almost entirely supplied by the side streams. The greater use of water 

for irrigation toward the later part of the period from 1906 to 1924 

had no marked effect on the discharge at Raygold and at points above, 

and it is probable that in the future the effect will not differ much 

from that in the past, except possibly that the aiversion of 75 secondfeet from Butte Creek at Butte Falls, Oreg., into the Little Butte 

Creek drainage basin may decrease the low flow below the mouth of 

Butte Creek by approximately that amount. 

The Grants Pass Irrigation District has a dam and pumping plant 

in the Rogue River at Savage Rapids (see pl. 19~ A), about 6 miles above 

Grants Pass, at which two pumping lifts and a gravity canal are in 

use. One of the pumps delivers 40 second-feet to a canal 150 feet 

above the pond level; the other delivers 67 second-feet to a canal 

90 feet above the pond; and the gravity ditch will carry about 150 

second-feet. The total drain on the river is about 260 second-feet 

during the height of the irrigation season. It seems reasonable to 

assume that some of this water will return to the river. If 60 secondfeet is so returned the decrease in the Q90 flow during the season of 

low flow will be about 200 second-feet. 

As the tributary streams in the agricultural part of the basin are 

largely used for irrigation at present, their Q90 flow is very low. This 

fact has been taken into account in estimating their contribution to the 

flow of the main river. 

Considerable water is diverted for irrigation from the East and 

West Forks of the Illinois River above Kerby and from Deer Creek. 

These diversions seriously affect the low-water flow during the summer, 

but with the flow regulated by the Kerby Reservoir the effect on the 

yearly run-off would be slight and is probably included in the estimated discharge. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 57 

RIVER CONTROL 

As there is sufficient water in the Rogue River, even during periods 

of low flow, to satisfy all irrigation needs, regulation of the discharge 

would be of no material benefit to agriculture. In the interest of 

power development, however, the increase of the low flow is greatly 

to be desired, for the amount of firm power that can be produced at all 

the plants in the basin is dependent on the flow available during the 

low period, and any increase in this flow will add greatly to the sale 

value of the produced power. On the Illinois River the period of low 

precipitation in the summer is a period of very low flow. This long 

period of low flow would render power development unprofitable without storage. 

Four reservoir sites were surveyed-:-the Hamaker, Lost Creek, and 

Taylor Creek sites, on the Rogue River, and the Kerby site, on the 

Illinois River. Another possible reservoir site on the Applegate River 

was inspected. They are described on pages 58-66. At some of the 

high dams in the canyon section of the Rogue River ponds of large 

area will be created, and by their proper manipulation the low flow 

may be still further increased. 

A study of the run-off records of the Rogue River at Raygold shows 

that a reservoir having a capacity of about 400,000 acre-feet would 

be necessary to equalize the flow for the normal year. As no site for 

a reservoir or combination of reservoirs with a capacity so great exists 

above Raygold, complete regulation can never be ·attained. Computations made from the hydrograph of the flow at the gaging station 

above Prospect indicate that a reservoir having a capacity of about 

80,000 acre-feet would provide complete regulation during a normal 

year, whereas to obtain the desired result at the gaging station below 

Prospect a capacity of 114,000 acre-feet would be required. 

To maintain the present Q50 flow through the low season at Raygold 

would require a reservoir with a capacity of 200,000 acre-feet; above 

Prospect, 22,000 acre-feet; and below Prospect, 43,000 acre-feet. 

The Taylor Creek reservoir site on the Rogue River below Grants 

Pass, if developed, would provide complete regulation of the flow 

below the dam, but the land that would be flooded is mostly cultivated 

and irrigated, and its use for storage can not be economically justified. 

Below this point there are no sites valuable primarily for storage, but 

the upper portion of the ponds created by the power dan1s may be 

used to regulate the flow in part. 

Regulation of the flow of the Illinois River for power in a normal 

year would require about 475,000 acre-feet of storage in the Kerby 

reservoir. This could be provided by a dam raising the water to the 

1,360-foot contour. In addition to the storage in the Kerby Reservoir, the ponds above proposed power dams on the Illinois River 

would afford some storage by drawing down the head. At Fall Creek, 
58 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

with a dam 180 feet high, a drawdown of 40 feet would yield 20,000 

acre-feet of storage. At Clear Creek a drawdown of 40 feet would 

yield 16,500 acre-feet of storage, and at Bald Mountain a drawdown 

of 40 feet would yield 15,000 acre-feet of storage. In computing the 

potential power at the several sites it has been assumed that in a 

normal year all of this storage capacity would be used. It has been 

assumed also that the power plants on the Illinois River would be 

operated in a single system and the flow regulated to give the maximum continuous output. 

STORAGE SITES 

There are no developed storage sites in the Rogue River Basin. 

The undeveloped sites are described below: 

HAMAKER RESERVOIR SITE (12RD 1) 

At Hamaker Meadows, in sees. 20 and 21, T. 29 S., R. 4 E., about 2 miles above 

National Creek, there is a possible storage site. (See fig. 8 and pl. 11, B.) The 

bottom lands are relatively fiat and marshy and act as a reservoir in their present 

state. The flow at the site is estimated at 125 seco.nd-feet for 50 per cent of the . 

time and 80 second-feet for 90 per cent of the time. The total annual discharge 

in a normal year is estimated at 102,000 acre-feet, which is equivalent to a continuous flow of 140 second-feet. · 

The altitude of the water surface at the dam site is about 3, 739 feet, and a dam 

160 feet high, or to the 3,900-foot contour, would be necessary to give maximum 

results for storage at this site. The exact height to which it would be possible to 

build a dam depends on the conditions disclosed by drilling. 

The capacity curve shows that by flooding to the 3,900-foot contour a capacity 

of 21,000 acre-feet would be made available. While this volume is not quite 

sufficient to make the Q50 and Q90 flows above Prospect equal, it will increase 

the Q90 flow by 95 second-feet and will contribute even more to the extreme low 

flow. This amount of stored water if used through a head of 2,750 feet at proposed power sites lower down at 70 per cent efficiency would generate 42,000,000 

kilowatt-hours. This is, therefore, a valuable reservoir site, and the expenditure 

of considerable money in the construction of a dam would be justified. 

In estimating the potential power of the river, it has been assumed that a dam 

can be built to the full height of 160 feet, but because of geologic conditions this 

may not be possible. Most of the reservoir site is clad with timber and dense 

. underbrush. So thickly is the ground covered with the brush and fallen trees 

that it took 3 hours to walk 3 miles. This condition greatly hampered geologic 

examination of the site, and time was not available for a detailed study; but 

sufficient evidence was found in the afternoon spent there to indicate that the 

site should not be developed without an intensive study of the geology and without thorough drilling and numerous porosity tests. 

The reservoir site consists of marshy bottom land bordered on both sides by 

the pumice-covered banks of the Rogue River. No bedrock was positively identified in the reservoir floor. Numerous subangular boulders indicate that a deposit 

of glacial debris covers the valley floor; its relation to the pumice was not 

determined. 

Along one side of the bottom land and in places on both sides there is a bench 

of ash and pumice which slopes steeply to the river. In a few places these slopes 

become vertical cliffs nearly 200 feet high which expose unstratified ash and 

pumice devoid of vegetation. A number of the exposures were examined, and 
... o~:or.o 11 • L ·1 n KY 

.J 

w 0 

~9od .J 

~ tl1 

uJ 

> 

0 800 IXl 

<( 

z 

Q 

1-

II 

f/ 

~ .... 700 .J 0 .... 

PLA 

/ 

ca:>aci~ 

--r--r-- -f-!--

v 

-- c.--

I 

_L-

- f.-

PLA N 

~~· ~·~·~·~?----~~-2-J~o Feet Contour interval 10 feet. 

G .J 900 

~ sso' 

j sso' 

2 760 

t- 740' 

~ 720 

Oatvm is mean s,. /e.,.,; H 

d 7oo''------------------'-

CROSS SECTION AT DAM SITE 

CAPACITY IN HUNDRED THOUSANDS OF A CRE-F EET 

3 

:-t=-

1

Area 

t-t- -- 4 5 6 

AR EA IN THOUSANDS OF ACRES 

1-JJ-

- tt- -·-

-

.. 

PL TJo; 12 

4 5 

1-

--·-1- - -

-

- t- - :- --1- -

0 10 

AnE P CTTY U l\ <.. , T L n K n E. E n 0 1 n , LTE no ; E 

HI En B ,'J. 
''\ATER-. l:PPLY PAPER 6:3 
W~TER-POWER RESOURCES OF- ROGUE RIVER BASIN, OREGON 59 

s. 

_] 

w 

GJ 

-' 

3,900' 

b)3,850 

(f) 

LLl 

iJ 

co 

<( 

63,800 ,L 

~ uJ 

.J 

w 

v 

3,750 

PLAN 

50~0~~--~~~0--~~----S~OOFEET 

Contour interval IOfeet 

CROSS SECTION AT DAM SITE 

250 0 250FEEf 

CAPACITY IN THOUSANDS OF ACRE-FEET 10 20 

~ ~ 

~ 

~ [:/ v 

c 

~ v <>V t>-~ 

v v 

• . 

I 2 3 4 

AREAINHUNDREDSOFACRES 

' T. 

FIGURE 8.-Plan, cross section, and area and capacity curves, Hamaker reservoir site, 

Rogue River B~in 

31558°-32-5 
60 CONTRIBUTIONS TO HYDROLOGY" OF UNITED STATES, 1931 

in only one place were there any boulders other than pumice. At this place a 

long lens of cobbles and subangular lava rock having a maximum thickness of 

3 feet was visible. It doubtless represents the coarse deposit of some ancient 

stream. With this exception the outcrops consist entirely of white and gray 

pumice not even crudely stratified, for boulders of pumice 6 and ·s inches in 

diameter are commonly scattered throughout the finer ash. This deposit is compact at the base but appears looser at the top. It is quite evident that the 

pumice of the bench owes its thickness not to quiet subaerial deposition as a 

result of an explosive volcanic eruption, but to a mud flow. (See p. 43.) The 

ancient valley at the Hamaker reservoir site was wide and was left nearly filled 

with the mud. Subsequent erosion carved out another wide valley but left remnants of the mud flow as terraces along the valley wall. 

Numerous small springs issue at the base of some of the pumice cliffs on the 

east side of the reservoir site. Although their total visible flow does not exceed 

1 second-foot, they indicate that the pumice . is permeable. The large springs 

that issue from the pumice deposits near Crater Lake also afford ample evidence 

that the pumice is extremely permeable. The occurrence of this immense permeable pumice deposit is an advantage in the reservoir as a place for underground 

storage, but at the dam site it may mean failure for a dam of the proposed height. 

The geology of this site is described further on page 72. 

LOST CREEK RESERVOIR SITE (12RD B) 

The Lost Creek reservoir site is in sees. 24 and 26, T. 33 S., R. 1 E., and sees. 

19 and 20, l'. 33 S., R. 2 E., nearly 3 miles northeast of McLeod Bridge, on the 

Rogue River. (See fig. 9 and pl. 13, A.) The Crater Lake Highway crosses a 

part of the proposed reservoir floor. A 170-foot dam to flood to the 1,745-foot 

contour would create a reservoir with a surface of about 1,400 acres and a 

capacity of 110,000 acre-feet, with a drawdown of 125 feet. 

At this site the Rogue River occupies an· open valley. The flood plain has a 

maximum width of nearly three-quarters of a mile at the mouth of Lost Creek, 

which. enters the north side of the valley half a mile above the dam site. The 

flood plain is 1,600 feet in altitude and is bordered at the mouth of Lost Creek and 

on the south side of the river by a fiat-topped terrace of pumice that is 100 feet 

above the flood plain and in places over a quarter of a mile wide. In the S. ~' 

sec. 24, T. 33 S., R. 1 E., this terrace ends abruptly against another that has an 

altitude of about 1,820 feet, or 220 feet above the flood plain. East of the dam 

site the higher terrace is about half a mile wide and consists of soil-covered intracanyon basalt. The geologic relations and the character of the basalt are described further on pages 43 and 76. 

During the glacial epoch the valley of the Rogue River was filled with debris 

to a depth of about 20 feet. Later erosion has left a stony channel bordered 

on both sides by low terraces of sand and gravel a few feet above the river. 

The sutface area of the reservoir when full would be about 1,400 acres, and if 

a 3-foot evaporation and seepage loss over this entire area is assumed, the total 

loss from these causes would be 4,200 acre-feet. The reservoir capacity at the 

1,620-foot contour is only 4,000 acre-feet, and this lower portion will be maintained to give a power head. By allowing the reservoir to fluctuate between the 

1,745-foot and 1,620-foot levels 110,000 acre-feet will be made available for 

regulation. 

The gross head at proposed sites below Lost Creek amounts to 1,141 feet, and 

110,000 acre-feet of water used through such a head would produce 75,000,000 

kilowatt-hours of energy. By using this capacity to partially equalize the flow 

at Raygold and by taking advantage of the release of stored water from the 
WATER-POWER RESOtJl\CES r ROGuE 1\IV:I!JR BASIN, 6REG6N 61 

Hamaker Reservoir, the total increafe in the Q90 flow at Raygold and all points 

below would be 560 second-feet. -

;;j 

i:i 

~ ~ 1,6 

> 

0 

m 

<( 

250 

250 

0 

Contour interval JOfeet Datum is mean sea level 

0 

250FE.E:T 

p 

250 FEET 

CAPACITY IN THOUSANDS OFACRt·FEET 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 

cl 

i:i 

..J 

~1,700 w 

> 0 

m 

<{ 

z r/ ~4600 

~ v ~ w 

~ 

I-" '-""'"' 

...... v - --1--,_. 

4 

CoPaci~ 1--- 1---1--r--

1-- ~>.reB- --- v '-""'"' 

-f5 6 7 8 9 ~ 

AREA IN HUNDREDS OF ACRES 

-1- -f.- 1- v - --...._.,.-

12 13 14 15 16 

FIGURE 9.-Plan, cross section, and area and pacity curves, Lost Creek reservoir site, Rogue River Basin 

The proposed reservoir would flood some bottom lands that are now cultivated 

and irrigated, and it would also necessitate the moving of a few houses and the 

relocation of a part of the Crater Lake Highway. The soil is mostly a volcanic 
62 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

ash, and owing to its distance from any large market its agricultural value is low. 

The hillsides are covered with timber and brush. 

TAYLOR CREEK RESERVOIR SITE (12RD 20 AND 21) 

Below the town of Grants Pass there is an exceptionally good reservoir site 

on the Rogue River, with two good dam sites-the Hell Gate dam site, in sec. 

10, T. 35 S., R. 7 W. (pl. 14, B), and the Taylor Creek dam site, in sec. 5, T. 35 

S., R. 7 W. (pls. 12 and 13, B). A dam at either Hell Gate or Taylor Creek would 

flood this reservoir site. The open upper end of the site is Pleistocene gravel and 

sand underlain by ancient metamorphic and intrusive rocks consisting of schist, 

argillite, conglomerate, and serpentine. All the rocks observed in the site are 

relatively impermeable, so that no seepage from the reservoir is likely. Whereever the structure was observed the beds dip upstream, hence any leakage due 

to structure will be slight. So far as physical characteristics go no better reservoir 

could be desired, as the capacity increases rapidly with the height, and the hard, 

dense rock affords a foundation for a dam of any practicable height. 

This site, however, is located in the heart of the agricultural part of the basin. 

A large part of the lands beiow the 900-foot contour are cultivated and irrigated, 

and some of them are devoted to such specialized crops as orchards and hops. 

The market price for land that would be flooded is out of proportion to the power 

benefits that would be derived from stream regulation, and it is extremely 

improbable that the site will ever be developed for storage. The power possibilities are considered on page 84. 

APPLEGATE RESERVOIR SITE (12RD 32) 

A possible reservoir site on the Applegate River with the dam site in sec. 15, T. 

37 S., R. 6 W. (see fig. 10 arid pl. 15, B), is shown on the Grants Pass topographic 

map. By raising the water 135 feet at the dam a reservoir with a capacity of 

195,000 acre-feet would be fqrmed. The total annual discharge of the Applegate River at Murphy in 1908, a year when the precipitation was only slightly 

above normal, was 4~8,000 acre-feet, equivalent .to a continuous flow of 591 

second-feet. 

The reservoir floor consists of alluvial deposits in which rock outcrops are rare. 

A study of the rocks of the adjacent area indicates that the site is probably 

underlain by impermeable intrusive rocks. The dam site is wide, and the river 

bed and both abutments are composed of stratified sand and gravel of unknown 

thickness. Bedrock is nowhere exposed in the site. In places large angular 

rocks that appear to have fallen from Eagle Mountain occur in the alluvium. 

There is a prmiounced bench on the south side, and a dry gulch 20 feet deep 

that has been cut in this bench does not expose bedrock. The depth to bedrock 

can be determined only by drilling. A reconnaissance indicates that bedrock 

may lie more than 25 feet below the surface along the entire line of the dam and 

may be considerably more in places. The dam will have to be anchored on 

bedrock in order to prevent seepage through the alluvium and will be expensive 

because of the wide section and great depth to bedrock, but the site is believed 

to be physically feasible and may be utilized if the cost of construction does not 

exceed the value of the storage and power derived from its development. 

A considerable portion of the bottom lands which would be flooded by this 

reservoir are sandy and practically worthless for agriculture. Other parts are 

cultivated and irrigated, and these tracts, together with the settlements of 

Newhope and Murphy, would be inundated. It would also be necessary to 

relocate a considerable mileage of highway and to move or destroy many isolated 

buildings. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 63 

The gross head at proposed sites below this reservoir, including the head that 

could be developed at the Applegate Dam, amounts to 765 feet. On the assump-

.J 

250 0 250F'eet ~~~~~~-----------~ 

Contour interval IOfeet Datum is mean sea level 

~ I J 

Ill 

ti ~,'::~~ I,04d-

, 

• j <( 1,020 

z 100, 

~ ,980~ 965' 

~ 960~------------------------------------------------- ~ CROSS SECTION AT DAM SITE 

.J 

1&1 

~ 0 

...J 

<(1,100 

w 

ell 

laJ 

> 0 

(!) 

< 

zi,OOO 

0 

j: 

~950 laJ 

...J 

laJ 

I 

250 0 2sc Feet 

CAPACITY IN THOUSANDS OF ACRE-FE:ET 

20 40 60 80 100 120 140 160 ISO 200 

capa.citt,_ 1----1--

-~ --- -

1--

/ 

FIGURE 10.-Plan, cross section, and area and capacity curves, 

Applegate reservoir site, Rogue River Basin 

tion that 10,000 acre-feet would be left in the reservoir to create head for power, 

the remaining 185,000 acre-feet would produce 102,000,000 kilowatt-hours of 

power. In addition to the power obtained from the stored water considerable 
64 CONTRIBUTIONS TO li:YDROLOGY OF UNITED S':rA'l'ES, 1il31 

power could be developed at the dam from the natural flow. So, although the 

cost of this reservoir would be high, yet after the Rogue River is developed this 

storage would be very valuable. 

KERBY RESERVOIR SITE (12RD 34) 

The proposed Kerby ~eservoir, on the Illinois River, would be used principally 

for storage, but some power could also be obtained. (See fig. 11 and pis. 14, A, 

15, A, and 16, A.) The dam would be built at one of two sites above Josephine 

Creek, in sec. 29, T. 38 S., R. 8 W., the choice depending on conditions shown by 

borings and test pits. Surface conditions indicate that the yardage would be 

the same at the two sites, for a dam at the lower site, though higher, would be 

shorter. A dam raising the water level to the 1,320-foot contour would flood 

4,910 acres and afford a capacity of 219,000 acre-feet. If the water level were 

raised 40 feet higher, to the 1,360-foot contour, it would flood about 8,400 acres 

and afford a capacity of 475,000 acre-feet. A dam at the upper site to flood 

to the 1,360-foot contour would need to be 160 feet above the water surface; a 

dam at the lower site would need to be 12 feet higher. The total annual discharge 

in a normal year at these sites is estimated at 708,000 acre-feet, equivalent to a 

continuous flow of 970 second-feet. This estimate is probably conservative, as 

the actual discharge in 1927 amounted to 1,250,000 acre-feet and in 1928 to 741,000 

acre-feet. Conditions at both dam sites appear good for any type of dam. The 

river flows over bedrock, and probably the amount of surface stripping along the 

sides of the canyon would not be excessive. The spillway would be an open 

cut in the rock on one side of the dam. A railroad extends within 15 miles of 

the dam site and a good road within 3 miles. The damages would consist in 

flooding 8,400 acres of land and the small town of Kerby. As the land is sandy 

and of little agricultural value it should be purchasable at a price that would 

make the project feasible. · 

The reservoir site is covered over most of its area with alluvium and elsewhere 

with a thick inantle of soil, except in the vicinity of the dam sites, where numerous 

outcrops of serpentine occur. On the north a low divide 4 miles wide separates 

the Illinois River from Deer Creek. If the water-level should be raised to the 

1,360-foot contour it would lie not far from the crest of this divide. Consequently 

the divide was examined for possible leakage. Artificial cuts expose thin-bedded 

shales that are contorted and steeply dipping but sufficiently impermeable to 

prevent seepage toward Deer Creek. The remainder of the reservoir site was 

not examined in detail, because the structure at the dam site indicates that 

there will be no seepage from the underlying rocks. 

The upper Kerby dam site is in the SE. X sec. 29, T. 38 S., R. 8 W., on the 

Illinois River, on the south side of Eight Dollar Mountain. (See pl. 16, A.) 

The mountain is part of an immense body of ·serpentine and peridotite--altered 

intrusive basic rock-that strikes northeast. This rock forms both abutments 

of the site. Such rock is impermeable, and as it extends to great depth, it acts 

as a cut-off wall, preventing any seepage through the sedimentary beds that 

underlie the reservoir site. Along the line of the dam massive peridotite crops 

out, but in most places it is covered with considerable rotten rock and soil, so 

that more stripping will be necessary at this site than at the lower Kerby dam 

site. Otherwise the site is satisfactory. 

The lower Kerby or Josephine Creek dam site is in the NW. X sec. 29, T. 38 

S., R. 8 W., on the Illinois River, almost a · mile downstream from the upper 

site. (See pl. 14, A.) Massive peridotite with seams of serpentine crops out 

on both banks and in the river bed at this site. Rock in place is exposed on the 

west side for a long distance up the mountain; on the east side the outcrop can 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 65 

be traced for a distance of about 25. feet above the river surface, and above this 

point the surface is strewn with loose blocks of the same rock. . About 50 feet 

upstream from the dam site there is an 8-foot dike of a rock containing black 

crystals in a gray groundmass; it is apparently allied to a diorite. The lower 

site has all the advantages of the upper site and would require much less exca0 ..J 

w 

> w 

..J 

;:5 1,300 If) 

w 

b 

It:: CD 

<( 

z ,If 0 1,200 

ti 

(;j 

..J 0 w 

30 60 

v ~ 

1--1--:---

10 

d y 

i;j 1,340' 

..J ' <( 1,320 

lfll,3o0 

~ 1,28~ 

g 1,260 

<( I(Z40 

PLAN 

500 0 

Contour interval IOfeet Datum is mean sea level 

sooFeet 

z 

5 1,220 

~ 1,200 

~ 1,180_._ ____________ __._ 

..J CROSS SECTION AT DAM SITE 

ILl 250 0 25oFeet 

CAPACITY IN THOUSANDS OF ACRE-FEE.T 

90 120 150 180 210 240 270 300 330 

c~< cit -f--f- -r---r-- .__. 

-~---- 1--- --we a. 

1--~---~-

20 30 40 50 

AREA IN HUNDREDS OF ACRES 

360 .390 420 450 

- j--r60 70 

FIGURE 11.-Plan, cross section, and area and capacity curves, Josephine Creek dam site and Kerby 

reservoir site, Rogue River Basin 

vation for the dam. It would be profitable to explore bJth sites and also the 

area between them with a drill to determine the best place for a dam of the type 

to be constructed. 

The value of the power sites below on the Illinois River depends upon the 

construction of the Kerby Reservoir. I 
66 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

SUMMARY OF RESULTS FROM STORAGE ON THE ROGU~ RIVER 

Table 14 shows for the normal year the Q50 and Q90 flows under 

various assumptions at the proposed power plants. 

TABLE 14.-Summary of results from storage on the Rogue and Applegate Rivers, 

Oreg., in second-feet 

Existing flow 

No. Name of site 

Q50 Q90 

Prospective flow 

with partial reg- ulation 

Q50 Q90 

Prospective flow 

with regulation 

including Applegate storage res- ervoir 

Q50 Q90 

--1-------------1------------------------ 1 Hamaker ·- ·-·- ___________________ _ 2 Castle Creek __________ __________ _ 

3 Union Creek ___________ ___ ·--- ----

4 Top Creek _____ ·----------------- __ 5 Riter Creek _________________ ·----- 6 Prospect_ _________________________ _ 

7 Cascade ________________ __________ _ 8 Lost Creek __ _____________________ _ 9 Butte Creek ___ ___ __________ ______ _ 

10 Elk Creek_ ·- ---------------------- 11 Trail Creek _____ __ __ ______________ _ 

12 Long Creek ____________ _ ·--------- 13 Reese Creek ___________ __ ___ ______ _ 14 Little Butte Creek . ______________ _ 15 Raygold < _ _ __ ___________ ___ ______ _ 

16 Gold HilL------------------------ 17 Rock Point_ ______ • _______________ _ 18 Savage Rapids < __________________ _ 

19 Ament ____ ___ ·- ------------ ___ _ _ 20 Hell Gate _______ ------------------ 21 Taylor Creek _____________________ _ 

22 · Swing Bridge __ __ ------------------ 23 Horseshoe Bend_------------------ 24 Stairs Creek _____________________ _ _ 25 Copper Canyon __________________ _ 

125 

375 

500 

575 

585 

1, 330 

1, 350 

1,400 

1, 6(',0 

1, 660 

1,860 

1,860 

1, 900 

2,030 

2,150 

2,190 

2, 210 

2, 340 

2,360 

2, 950 

2,970 

3,130 

3, 200 

3, 250 

5,150 

80 

225 

290 

325 

330 

700 

775 

845 

920 

!)20 

1, 030 

1,030 

1, 050 

1,110 

1,110 

1,110 

1, 130 

930 

930 

1, 010 

1,020 

1,030 

1,060 

1,100 

1, 220 

at30 

a 375 

a 300 

a 575 a 585 

a 1, 330 G 1 350 b 1: 690 b 1, 910 b 1, 910 b 2,030 

b 2, 050 b 2, 050 b 2, 070 

2, lEO 2,190 

2, 210 

2,340 

2, 360 

2,950 

2,970 

3,130 

3, 200 

3,259 

5,150 

a 130 

a 270 

a 344 

a 385 a 386 

a 795 

a 870 b 1 140 b 1:240 

b 1, 240 b 1, 400 

b 1,420 

b 1, 430 

b 1,6W 

b 1, 670 b 1, 670 b 1 690 b 1' 490 

b 1:490 

b 1, 570 b 1, 580 b 1, 590 b 1, 620 

b 1, 660 

• 4, 000 

a 130 

a 375 

a 500 

a 575 

a 585 

a 1, 330 a 1 350 b 1' 690 

b 1:910 

b 1, 910 b 2,030 

b 2, 030 b 2,0.50 

b 2,070 

2,150 

2,190 

2,210 

2, 340 

2,360 

2,9W 

2, 970_ 3,130 

3,200 

3,250 

5,150 

a Flow as modified by use of Hamaker Reservoir to regulate discharge above Prospect. 

a 130 

a 270 

a 344 

a 385 

a 386 

a 795 

a 870 b 1,140 

b 1, 240 b 1, 240 b 1, 400 

b 1, 220 

b 1, 430 b 1, 650 b I, 670 b 1, 670 b 1, 690 b 1, 490 

b 1, 490 d 2, 390 d 2, 400 

d 2, 410 

d 2, 440 d 2, 480 

• 4,850 

b Flow as modified by use of Hamaker Reservoir to regulate discharge above Prospect and by use of Lost Creek Reservoir to regulate discharge at Raygold. · c Developed site. d Hamaker and Lost Creek Reservoirs useq as above. Applegate Reservoir used for regulating flow at Hell Gate and below. • Flow as modified by use of Kerby Reservoir to regulate flow of the lllinois River. 

The storage that could be obtained at power sites on the lower 

Rogue River by manipulating the pond level is discussed under those 

sites. 

WATER POWER 

The Rogue River has a well-sustained low flow, which can be somewhat supplemented by the use of the four reservoirs above described. 

At many points the fall is concentrated, and there are numerous good 

dam sites. (See pis. 3 and 4.) A large proportion of the available 

power can be produced without materially damaging existing or 

proposed improvements. Construction-plant equipment and material 

can be carried by existing transportation routes except in the canyon 

section of the river, where special methods will have to be used. 

In spite of the well-sustained flow of some of the creeks tributary 

to the Rogue River it is not considered probable that any of those 

above Prospect are worthy of development by themselves except for 
WA'l'E:R-POWE:R. RESOURCES OF ltOGUl1 RIVER BASlN, OREGON 67 

some special local use, because of the low slope in their lower stretches 

and because of the more advantageous possibilities on the main river. 

Mill Creek, Red Blanket Creek, and the Middle and South Forks 

of the Rogue River, which flow into it just below Prospect, are all 

valuable power streams and can be developed separately. It appears 

preferable, 4owever, that they should be combined into some unified 

system, and such a system is considered in detail in connection with 

the Prospect power site. (See pp. 68-69.) Briefly, it consists in 

collecting the flow of these four tributaries and turning it ·into the 

main river ~hove the section of greatest fall. Such a method will 

utilize the valuable part of Mill and Red Blanket Creeks and the 

lower part of the Middle and South Forks. On the Middle and South 

Forks the parts above the diversion dams suggested have-further 

attractive power possibilities. 

As Butte Creek drains a heavily timbered region in which there are 

numerous springs,· the low flow is well sustained. At Butte Falls the 

discharge available for 90 per cent of the time is about 100 second-feet, 

and the average grade of the creekbetween this point and the Rogue 

River is 60 feet to the mile. The construction of a diversion dam and 

canal would involve no particular difficulty . . The power value of this 

section of the stream is, however, destroyed by the diversion of practically all the low flow for irrigation. The Eagle Point Irrigation 

District has constructed a small dam and gravity canal taking water 

from Butte Creek just below the town of. Butte Falls and deli~ering 

it to lands in the vicinity of Eagle Point. The district has an appro~ed 

filing of 75 second-feet, and the canal is designed to carry 90 secondfeet, the probable ultimate development. This irrigation project has 

some power possibilities. The MeN eil Creek siphon operates under 

a head of 330 feet, and there are two drops in the canal, one of 60 

feet and one of 300 feet, both occurring before any large portion of the 

canal water is diverted for irrigation. By using the two drops in the 

canal for power during the irrigation season and the McNeil Creek 

siphon for power during the rest of the year, a practically constant 

2,000 horsepower could be generated with the authorized flow or 

2,400 horsepower if the canal is used to its full designed carrying 

capacity. 

The power value of the rD.inor tributaries of the Rogue River below 

the mouth of Butte Creek is very low. In the agricultural portion of 

the basin the summer flow is absorbed by irrigation requirements, and 

in the lower canyon section the creeks are short and steep and carry 

little water during the season of low rainfall. 

Although the Applegate River could furnish some power its chief 

contribution would be the regulation of flow at sites lower down 

afforded by the~ storage ~f water in the Applegate Reservoir. 
68 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

The Illinois River flows through an agricultural area and -is used to 

some extent for irrigation. The natural flow is extremely variable, 

and without some regulation to equalize the flow the power value 

would be low. Fortunately, however, a practically uniform flow can 

be insured by developing the Kerby reservoir site. · The river for most 

of its length below Kerby flows in a narrow canyon, good dam sites 

are abundant, and damage due to flowage would be negligible. The 

river slope in this section is about 24 feet to the mile, and practically 

all of the 1 ,250-foot fall can be utilized. There are no transportation 

facilities available, and special provisions must be made to handle 

the material involved in the construction of the power projects. 

Besides the Kerby site, three, other sites were selected for development-the Fall Creek, Clear Creek, and Bald'Mountain power sites. 

If these were operated as one system they would generate in an 

assumed normal year 145,000 continuous horsepower. 

Although it will no doubt be possible to generate some power on 

many of the minor tributaries of the Rogue River, the plants will 

necessarily be small, supplying a local market. The municipal plant 

at Ashland is an example of a development making a maximum use 

of a small stream. The plants on Mill Creek and Reuben Creek are 

other examples. However, it seems impracticable to consider these 

small sites in a preliminary investigation of this sort unless they are 

already utilized or there is some condition that makes them particularly ·valuable. 

The total potential power on the Rogue River and its tributaries 

amounts to 558,000 horsepower for 50 per cent of the time and 189,000 

horsepower for 90 per cent of the time with the natural flow of the 

stream, or to 576,000 horsepower for 50 per cent of the time and 

456,000 horsepower for 90 per cent of the time with the flow regulated 

by the four proposed reservoirs. 

DEVELOPED. ·SITES 

There are eight developed water-power sites in the Rogue River 

Basin. The rated capacity of the turbines and water wheels installed 

is 59,800 horsepower. The power generated is used to pump water 

for irrigation, to drive sawmills, and to produce electricity for general 

uses. 

PROSPECT PO.WER PLANT (12RD 6) 

The plant that has its power house below the small town of Prospect is the 

largest power plant in Oregon. (See pls. 16, B, and 17, B.) In this vicinity the 

river falls rapidly (see pl. 10, A), and a 50-foot diversion dam has been built in 

theSE. X sec. 30, T. 32 S., R. 3 E., with a concrete-lined canal.p;~49 , f.eet long 

leading to a small forebay. Two pipe lines 3,100 feet long lead frop,1 the forebay 

to a surge tank 150 feet high at the edge of the canyon. Two steel penstocks 

850 feet long conduct the water from · the -tank to .two Pelton ~ater wheels 

which have a capacity of 23,400 horsepower each and are direct-connected to two 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 14 

A. JOSEPHINE CREEK DAM SITE FOR KERBY RESERVOIR, ON ILLINOIS RIVER, 

ROGUE RIVER BASIN 

.EOL GI AL HVri Y WATER

- PPLY PAPEH 63 PLATE 15 
H EY WATER- PPLY PAPER 63 PLATE 16 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 17 

A. RAYGOLD POWER PLANT, ROGUE RIVER BASIN 

B. PROSPECT POWER HOUSE NO. 2, ROGUE RIVER BASIN 

WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 69 

20,000 kilovolt-ampere General Electric generators. The operating head at the 

plant is 600 feet, and the total head is roughly estimated at 620 feet. The 

original power house is a short distance upstrean;l and contains an impulse-type 

Francis turbine rated at 7,000 horsepower direct-connected to a generator rated 

at 4,590 kilovolt-amperes. 

It is planned to divert the Middle and South Forks of the Rogue River, as 

well as Mill, Bar, and Red Blanket Creeks into the Rogue River above the diversion dam for this project, thus furnishing a large additional supply of water that 

could be used through the present plant. 

Potential power at developed site 12RD 6 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Rogue River only: Natural flow _____ ___________________ 330 

Rogue River with Middle and South Forks, Mill Creek, 

Bar Creek, and Red Blanket Creek diverted to this 

590 16,400 29,200 

project: 

Natural flow_-------------------------------------- 700 1, 330 34,700 66,000 Regulated flow __ ----------- ___________ c ____________ 795 1, 330 39,400 66,000 

By adopting the unified plan the total power output will be practically doubled. 

The added expense, which should not be high, will be incurred for the construction 

of about 7 miles of open flume or canal and 1.5 miles of tunnel. 

Practically no water is diverted from the river above the dam. The country 

that would be crossed by the canals is heavily timbered but is unsettled, and the 

damage caused by construction would be low. The scenic beauty of Mill Creek 

Falls would be ruined ecxept duri~g periods of high water, and the sawmill at 

Prospect would be deprived of its water; but no other material damage would 

be done to existing or proposed improvements. The flood flow could readily be 

passed over the small diversion dams. 

RAYGOLD POWER PLANT (12RD 15) 

The Raygold plant of the California-Oregon Power Co. is on the Rogue River 

at Raygold, in the SE. X sec. 18, T. 36 S., R. 2 W. The dam is a rock-filled 

timber-crib structure with a concrete-core wall. (See pl. 17, A.) It is ·about 20 

feet high and 420 feet long, is slightly arched upstream, and is built on bedrock, 

to which it is anchored by iron drift bolts. A granite-masonry retaining wall 4 

feet thick at the top and 300 feet long forms one side of the headrace,, which is 

about 60 feet wide and 12 feet deep. Flood waters are taken care of by. natural 

overflow on the entire length of the dam and by gates near the lower end of the 

forebay. The head available at the power house is slightly over 20 feet. The 

hydraulic machinery consists of two S. Morgan Smith 42-inch twin turbines, 

rated at 1,000 horsepower each, and two smaller wheels rated at 375 horsepower 

each, or a total of 2,750 horsepower. This power drives two 750-kilovolt-ampere 

generators and one 450-kilovolt-ampere generator, or a total of 1,950 kilovoltamperes. The electricity produced is fed directly into the transmission system 

of the California-Oregon Power Co, 
70 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

Potential power at developed site 12RD 15 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow _______ ____ _ --------- ________ -------- ___ __ _ Regulated flow ______ __ _________ __ __ ____ ________ __ ____ _ _ 1,110 

1,670 

2,150 

2,150 

1,950 

2, 940 3, 780 3, 780 

The maximum flood that may be expected in a long period of years is about 

87,000 second-feet; of this amount about 4,000 second-feet can be used by the 

wheels and possibly another 4,000 second-feet can be passed through the gates in 

the headrace. The remainder, or 79,000 second-feet, must be passed over the 

spillway, which is 420 feet long. Raising the pond level between 14 and 15 feet 

will permit the passage of this water. 

GOLD JlllL POWER PLANT (12RD 16a) 

The power plant on the Rogue River a short distance above the town of Gold 

Hill, at the time it was examined in 1923, was being used to pump water for that 

town. The natural fall of the river is taken advantage of by a small wing dam 

which diverts the water in the NW. X sec. 15, T. 36 S., R. 3 W., and by a canal 

about half a mile long which carries the water to a power house in the SW. X sec. 15. The plant was greatly underdeveloped and in a poor state of repair. 

The head available is about 18 feet, but probably not over 20 horsepower was 

being produced by the water wheel, which is belt-connected to a small triplex 

pump. By an enlargement of the present headrace and suitable alterations of 

the power house and the hydraulic equipment, this development could be made 

valuable. (See description of the undeveloped power site at Gold Hill (12RD 

16), p. 82.) 

Potential power at developed site 12RD 16a 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow_--- --------------------------------------- Regulated flow ___ ---------------------------------- ___ _ 1,110 

1,670 

2,190 

2,190 

SAV AGj: RAPIDS POWER PLANT (12RD 18) 

. 1,600 

2,380 

3,150 

3,150 

The plant of the Grants Pass Irrigation District is at Savage Rapids, on 

the Rogue River, in the SE. X sec. 24, T. 36 S., R. 5 W., and the SE. X sec. 19, T. 36 S., R. 4 W. A combination multiple-arch and solid-concrete dam 

is constructed partly on native rock and partly on cemented gravel. (See. pl. 

19, A.) Sixteen hydraulically operated radial-type gates, each capable of passing 

3,000 second-feet, are provided to carry the flo9ds. The head developed is 28 

feet. Two 48-inch horizontal Allis-Chalmers turbines, each rated at 900 horsepower, are direct-connected to centrifugal pumps that deliver water to ditches 

150 feet above the river on the north side and 90 feet above it on the south side. 

In addition to these lifts the irrigation system includes a gravity canal with a 

carrying capacity of about 150 second-feet. All the power produced is used for 

irrigation. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 71 

Potential power at developed site 12RD 18 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow ------------------------------- __ ____ ____ _ _ Regulated flow __ ___ ______ __ ___ ______ __________ __ ____ __ _ 930 

1, 490 

2, 340 

2, 340 

2,080 

3, 340 

5, 240 

5, 240 

The maximum flood that may be expected in a long period of years is about 

100,000 second-feet. The dam is designed to pass 48,000 second-feet without 

raising the pond level. With a maximum flood, however, the pond would rise 

about 5 feet even with all the gates open. 

MILL CREEK POWER PLANT (12RD 26) 

The Mill Creek power plant, at Prospect, has been used for sawing lumber. 

A short flume diverts water from Mill Creek and delivers it to the water wheel at 

the mill under a head of about 25 feet. Less than 30 horsepower was being used. 

The flume is in poor shape, and the whole outfit is of a temporary nature. 

The natural Q90 flow at this site is 45 second-feet and the Q50 flow 85 secondfeet; 90 horsepower could be developed for 90 per cent of the time and 170 horsepower for 50 per cent of the time. 

BUTTE FALLS POWER PLANT (12RD 29) 

The Butte Falls Lumber Co. has a plant on Butte Creek at Butte Falls. By 

using a small timber-crib dam and a wood flume about 500 feet long a head of 49 

feet is made available. The hydraulic equipment consists of a Leffel wheel 

rated at 500 horsepower and a McCormick wheel rated at 250 horsepower. The 

power has not been used for several years, and the plant is partly dismantled, 

but formerly it was used for running a sawmill. 

The natural Q90 flow at this site is 133 second-feet and the Q50 flow 160 

second-feet; 520 horsepower could be developed for 90 per cent of the time and 

~26 horsepower for 50 per cent of the time. 

ASHLAND POWER PLANT (12RD 31) 

The Ashland municipal plant diverts water from the East and West Forks of 

Ashland Creek and carries it to the power house in the NW. X sec. 21, T. 39 S., 

R. 1 E. (See pl. 18, A.) The effective head is 420 feet. A new dam was 

constructed in 1928. The equipment consists of a 56-inch impulse turbine making 300 revolutions a minute, rated at 600 horsepower, .direct-connected to a 300-

kilowatt 4,000-volt 43-ampere 3-phase 60-cycle generator, which in turn is 

excited by a 12~-kilowatt generator belt connected to the water-wheel shaft. 

Appropriate governing and switching apparatus ii3 also included. 

REUBEN · CREEK POWER PLANT (12RD 33) 

A mining company has been granted a license by the Federal Power Commission 

for a project on Reuben Creek, a tributary of Graves Creek. A diversion dam of 

logs and rock has been built in theSE . . % NE. X sec. 24, T. 33 S., T. 8 W. From 

the dam a conduit 1% miles long leads to a power house in the NW. ~i SW. X sec. 

30, T. 33 S., R. 7 W. The site has a potential capacity of 62 horsepower for about 

50 per cent of the time and 27 horsepower for 90 per cent of the time. Power 

is used for mining and lighting. In 1913 a 4-inch Pelton wheel was in use at the 

site. It was operated under a 90-foot head and supplied about 16 horsepower to 

a sawmill. This was a temporary plant. 
72 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

UNDEVELOPED SITES 

The following study of the undeveloped water power of the Rogue River is 

based on maps prepared by the topographic branch of the Geological Survey, on 

a field investigation of each of the proposed sites, and on office studies of such 

material as is in the files. The sites are described in order, starting with the 

highest part of the basin and working downstream on the Rogue River, then on 

its tributaries, in the same order. (See pl. 3.) 

HAMAKER POWER SITE (12RD 1) 

The Hamaker Reservoir and power site is in sees. 20 and 21, T. 29 S., R. 4 E. 

(See fig. 8 and pl. 11, B.) ·A dam 160 feet high would flood to the 3,900-foot 

cpntour and provide a storage capacity of 21,000 acre-feet, which could be used 

for partial regulation of the flow above Prospect. The storage possibilities have 

been considered on pages 58-60. The volume in the lower 40 feet of the reservoir 

is small. This portionr therefore, may be used to maintain a power head. By 

tapping the reservoir at the 40-foot level, or at an altitude of 3,780 feet, and 

carrying the water in a conduit 17~ miles long on the left bank of the river, then 

turning 'it into a penstock a quarter of a mile long, the water will be returned to 

the river at an altitude of 3,580 feet, making available a total head of 200 feet. 

The dam site is at a narrows where the river leaves its flood plain and 'tumbles 

over rock that crops out in the bed of the stream and to a height of nearly 20 feet 

on both banks. The geologic structure along the line of the proposed dam is 

shown in the cross section on Figure 8. 

The rock exposed in the banks at the site is a basaltic lava, about 20 feet thick, 

containing distinct crystals of olivine. This flow has a vesicular crust and a dense 

middle portion and base. On the east wall it is overlain by a pumice mud flow to 

the top of the canyon, and hence well above the proposed height of the dam. 

Lack of time prevented a thorough examination of the brush-covered west wall, 

but it is believed that this is the ancient rock wall with only a thin cover of ash. 

Below the olivine basalt lies another lava flow of reddish hue, containing prominent feldspar crystals. This lava was not examined under the microscope, but it 

resembles an andesite in its habit, for it shows platy structure. It crops out 

downstream from the site for several hundred feet. The contact of the olivine 

basalt with this andesite is not exposed. Probably the river has cut through 

the basalt (see line T -S, fig. 8) and is flowing on the andesite, but it was not 

feasible to obtain a specimen from the river bed to determine this fact. No 

trouble should be met in anchoring the proposed dam, as this rock will provide a 

suitable foundation. 

· The unfavorable feature of this site is the presence of the mud flow on the east 

side, which would form an unsatisfactory abutment. Further, there are possibilities of leakage that might be difficult to 'overcome. Because the mud flow is 

the critical feature of the dam site a traverse was made of it to the point where 

National Creek crosses the Diamond Lake road. The pumice-covered bench, or 

mud flow, was found to extend all the way to National Creek, a distance of nearly 

2 miles in a southerly direction. National Creek, at its confluence with the Rogue 

River, has an altitude of 3,575 feet, or 164 feet lower than the water surface of 

the Rogue at the Hamaker dam site. Thus water escaping through the east 

abutment would have a steep hydraulic gradient, and a line of springs would 

probably res.ult along the east bank of the Rogue between the dam site and 

National Creek. The amount of water that would escape in this manner is 

unknown, but it might be sufficient to cause the failure of the reservoir. 

The mud flow is estimated to exceed half a mile in width on the east bank of 

the Ro~ue at the dam site, hence it appears impracticable to lay a cut-'Off wall 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 73 

to prevent leakage. The details of the west bank are unknown but should be 

investigated for a possibility of leakage into Foster Creek, which lies southwest of 

the dam site. It is recommended _that a line of holes be drilled along the line of 

the dam site to determine the contour of the buried rock floor and the character 

of the contact of the lava flows underlying the pumice. If the width and thickness of the mud flow at this place are not so great as has been estimated, a cutoff wall to prevent leakage might be feasible. The drill holes should be pressure 

tested to. determine the permeability of the pumiceous flow. Also it would be 

worth while to determine whether the ancient rock walls of the buried valley are 

closer together at any place downstream. 

This site is believed to be a practicable one in the major program of power 

development on the river. There is a possibility that a lower dam would regulate 

the flow of the Rogue as well as one 160 feet high because of the underground 

storage in the thick pumice beds in the reservoir site; under such conditions the 

leakage would probably not exceed the amount of water that would have to be 

released for use downstream. Thus this site would be satisfactory as a power 

reservoir, though it might be a failure for the storage of irrigation water. 

Potential power at undeveloped site 12RD 1 

Natural flow _______________ ___________________________ _ Regulated flow _____________ ___ ________ ________________ _ 

I 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

80 

130 

125 

130 

1,280 

2,080 

2, 000 

2, 080 

Be~ween National Creek and Castle Creek the average fall is 14feet to the mile, 

and with storage the potential power is 145 horsepower to the mile. 

CASTLE CREEK POWER SITE (12RD 2) 

By constructing a 40-foot dam just below the mouth of Castle Creek in sec. 26, 

T. 30 S., R. 3 E., and carrying the water in an open flume on the right bank along 

the 3,480-foot contour for a distance of 1.6 miles, then turning it into a 700-foot 

penstock, a head of 200 feet could be used. At the 40-foot height the dam would 

be 350 feet long, and no difficulty sho ld be experienced in constructing or sealing 

such a dam. There are no diversions above this project, and practically no 

damage would be done by flooding above the dam or by the construction of the 

flume and hydraulic structures. 

Potential power at Lndeveloped site 12RD 2 

Natural flow ___________________________________ j __ ___ _ Regulated flow _________ ______ ___ ______________________ _ 

Flow (second-feet) ·Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time ·' of time · of time of time 

225 

370 

375 

375 

3, 600 

4, 320 

6, 000 

6, 000 

The extreme flood that may be expected will amount to about 6,000 secondfeet, which can be passed through and around the dam without difficulty. 
74 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

UNION CREEK POWER SITE (12RD S) 

The site for the diversion dam of the Union Creek project is about a quarter 

of a mile below the power-house site of the Castle Creek project, near the southwest corner of sec. 35, T. 30 S., R. 3 E. This dam should probably be a very low 

concrete structure, which under normal conditions will divert most of the flow into 

the canal but will readily pass the floods over its crest. Union Creek, which enters 

the Rogue River a short distance below this dam site, has a remarkably wellsustained flow, and it is desirable that this stream be incorporated in the project. 

This may be accomplished by intercepting the creek by a canal. Waste gates 

should be placed in the creek channel so that all water in excess of the carrying 

capacity of the canal may be returned to the river. 

Below Union Creek two alternate plans of development are suggested. One 

contemplates carrying the water across the river from a point in the NW. X sec. 3 

to the NE. X sec. 4, T. 31 S., R. 3 E.," then in an open. canal along the 3,280-foot 

contour to a point near the south line of section 8, from which a pressure pipe 

could carry the water to the power house in the NE. X sec. 17. 

The second plan involves carrying the water in a canal along the left bank of 

the river to the SW. X sec. 3 and thence through a pressure pipe to a power house 

on the same side of the river. 

The first plan would require the construction of 4. 7 miles of open canal and 

0.5 mile of penstock; the second would require 1.8 miles of canal and 2.3 miles of 

penstock. Owing to the difficulty of constructing and maintaining a canal on the 

steep hillside, as required in the first plan, it is probable that in spite of its greater 

length of pressure pipe- the second plan would be a more economical development. 

The bench on which the pipe would be constructed slopes rather gently toward 

the southwest to a point directly above the pow~r house, where it drops sharply. 

Potential power at undeveloped site 12RD 3 

Natural flow_------ ---- _________ ___________ "- ________ _ _ Regulated flow----------- -- __________________ ____ _____ _ 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

290 

344 

500 

500 6,500 

7, 700 

11,200 

11,200 

A flood flow of about 8,000 second-feet can be passed over the dam and through 

the waste gates. No damage to existing improvements would be involved in 

this development. 

TOP CREEK POWER SITE (12RD 4) 

By constructing a 20-foot dam in theSE. X sec. 19, T. 31 S., R. 3 E., to flood 

to the 2,960-foot contour, carrying the water in a canall.2 miles long, and turning 

it into a penstock 0.7 mile long leading to a power house in the NW. %sec. 32, a 

head of 140 feet would be created at the Top Creek power site. 

Potential power at undeveloped site 12RD 4 

Natural flow ________________________ ------------------_ Regulated flow ______________ --------------------- _____ _ 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

325 

385 575 575 3; 64o 

4, 310 6,440 

6,440 -
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 75 

The conditions are favorable for the construction of a 20-foot dam of an overil.ow section. It would have a crest length of about 250 feet and could readily 

pass the .flood flow, which might reach 10,000 second-feet. There are no diverllions above this site, and no damage to existing improvements would be caused 

by the construction of the dam. 

RITER CREEK POWER SITE (12RD 5) 

The dam site for the Riter Creek project is near the north line of sec. 8, T. 32 S., 

R. 3 E. The right bank is steep, and it . appears that a canal could be carried 

along it on grade only with difficulty. The left bank is rather flat and slopes 

toward the south and is therefore much better suited to easy canal construction. 

A more detailed study might show that a penstock constructed across the sloping 

bench on the left bank of the river and connecting th~ lower power house with 

the gravity ditch would be more economical than a conduit on grade on the right 

bank. By constructing a 15-foot overflow-section dam the water will be raised 

to the 2,800-foot level, and bY, carrying it by combined canal and pipe line a distance of about 3.5 miles to a power house in the SW. X sec. 20, T. 32 S., R. 3 E., 

a head of 200 feet will be created. 

Potential power at undeveloped site 12RD 5 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural Regulated flow_-- ---------------------------------------- flow ______________ _______________ ____ _______ _ 330 

386 585 585 5,280 

6,180 

9,360 

9,360 

As the crest length of the dam is.over 200 feet the maximum flood which may 

be expected can easily be passed. No appreciable damage would be caused by 

this development. 

PROSPECT POWER SITE (12RD 6) 

The development of additional power at the Prospect site has been considered 

in connection with the description of the plant now in operation. (See pp. 

68-69.) 

CASCADE POWER SITE (12RD 7) 

Water for the Cascade power project would be diverted in the NW. X sec. 6, 

T. 33 S., R. 3 E., just below the Prospect power house, · and carried by conduit 

along the right bank to a point in the NW X sec. 15, T. 33 S., R. 2 E., where 

a head of 230 feet would be obtained. The river in this section flows in a canyon 

with steep wooded banks, and the conduit would probably be a pipe line. The 

discharge for this plant would be slightly greater than for the Prospect plal1t, 

because of seepage water entering the gorge below the Prospect Dam. This 

increase is roughly estimated at 70 second-feet for 90 per cent of the time and 

100 second-feet for 50 per cent of the time. No damage would be caused by 

"the construction of this plant, as the land affected is valueless for any other purpose. The Crater Lake Highway runs along the -edge of the canyon and would 

fao.ilitate construction. 

In estimating the potential power of this site it has been assumed that the 

flow of Mill and Red Blanket Creeks and the Middle and South Forks of the 

Rogue River will be diverted to the Rogue River above the intake of the Prospect 

plant. 
76 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

Potential power at undeveloped site 12RD 7 

[Head, 230 feet] 

Flow (second-feet) 

90 per cent 50 per cent of time of time 

Rogue River only: Natural flow ________________________ 

Rogue River with Middle and South Forks, Mill Creek, 

625 900 

Bar Creek, and Red Blanket Creek diverted to Prospect: - Natural flow_--- --------- ____ _________ __ ___ __ ______ 775 1,430 

Regulated flow _______ ---------------------------- __ 870 1, 430 

LOST CREEK POWER SITE (12RD 8) 

Horsepower 

90 per cent 50 per cent of time of time 

11,500 16,500 

14,200 26,300 

16,000 26,300 

The dam site for the Lost Creek reservoir and power project is in sec. · 26, T. 

33 S., R. 1 E. The principal features of the reservoir site have been described 

on pages 60-62. (See fig. 9 and pl. 13, A.) 

The west abutment of the dam site is massive basalt similar in appearance to 

Columbia River basalt. It is irregularly jointed and nearly impermeable. The 

same massive dark fine-grained basalt is exposed also in the river bed and for 

about 100 feet up the west wall of the canyon . Above this point there crops 

out an olivine basalt which is fresher and more recent than the basalt below it. 

The contact of the two rocks is not visible because of vegetation. No difficulty 

will be experienced in obtaining an . excellent foundation for the proposed dam. 

About 200 feet upstream from the left abutment there are outcrops of a soft 

thin-bedded volcanic agglomerate dipping upstream. This rock was not found 

in the west abutment, but the absence of outcrops might possibly be due to the 

cover of vegetation. If it does occur there it is probably thin and of little consequence in the construction of a dam at this site, but it should be looked for in 

the test holes. 

The olivine basalt in the east abutment would not affect the construction of 

a dam at this site, but it would affect the success of the reservoir. This olivine 

basalt represents the outcrop of the intracanyon lava. It was traced eastward 

for about half a mile where it forms the broad bench described on page 43. The 

width of the bench and its thickening eastward indicate that the river has cut 

down on the west side of the intracanyon flow, leaving its ancient buried channel 

from an eighth to a quarter of a mile to the east of· its present ~hannel. This 

condition is shown in the cross section of the valley on Figure 9. As the ancient 

channel apparently was not cut as deep as the present one, the ancient channe~ 

does not now cause any seepage losses from the river. Considerable time would 

be necessary to map the exact location of this buried channel, because the area is 

thickly wooded. The facts now available indicate that the upstream end of it 

is in the SE. % sec. 24, T. 33 S., R. 1 E ., and the downstream end is on the 

east bank about 1% miles downstream from the dam site. The upstream or intake end is buried by the pumiceous mud flow, which is known to be permeable 

and which would not prevent seepage into and through the buried channel. 

The amount of seepage is difficult to estimate under the known conditions; 

Experience elsewhere has shown that both the basalt and the gravel occupying 

such buried channels will carry large amounts of water. Lava tubes and slaggy, 

open contacts between the intracanyon flows and between t hese flows and the 

ancient canyon walls.are common under such conditions an.d are not easily located 

on the surface or by means of the drill. In Plate 9, A, is shown a lava t ube in 

this intracanyon · basalt of Rogue Valley at the natural bridge, about 20 miles 
U. S. GEOLOGICAL SURVEY WATER- SUPPLY PAPER 638 PLATE 18 

A. ASHLAND POWER HOUSE, ROGUE RIVER BASIN 

B. RAPIDS ON ROGUE RIVER ABOVE GOLD HILL 

'(". L HY EY "- ATER- PPLY PAPER G3 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 77 

upstream. The lava tube, or cavern, at this place carries the entire summer 

flow of the Rogue River underground, about 500 cubic feet a second. If such a 

tube occurred in the intracanyon basalt at a low level east of the Lost Creek dam 

site it would probably mean total failure of the Lost Creek reservoir, because its 

great depth below the surface and the probability of other smaller tubes associated 

with it would prevent its being filled with concrete at a cost commensurate with 

the value of the dam site. The width and thickness of the intracanyon basalt 

east of the site are too great to allow interception of the leakage by means of a 

. cut-off wall or by grouting; consequently, any dam designed for this site must 

allow for possible leakage. 

Although this site is unfavorable geologically, it is worth a detailed investigation, which should include drilling. It certainly should be included as a feasible 

site in the major program of power development along the Rogue, because as a 

power reservoir it can stand considerable leakage before being considered a failure. 

The time required for the passage of the water underground would help to regulate the flow of the river, and the amount of leakage would probably form only 

a small portion of the total flow of the river and might not exceed the amount of 

water that would of necessity have to be released. The basalt through which 

the water would pass is not soluble, hence there is little danger of the crevices 

enlarging by solution. Most of the seepage would doubtless return to the river 

above McLeod Bridge. It appears that the flow of the Rogue River is sufficient to fill the reservoir, although very little water might pass over the dam 

except in flood time. For this reason any large leakage would probably mean 

that little or no power could be developed either at the dam or by carrying the 

overflow by conduit to the power-house site a mile below the dam. 

The capacity at an altitude of 1,620 feet is only 4,000 acre-feet. (See fig. 9.) 

By maint aining this small storage in the reservoir a mean head of 128 feet will 

be available at the dam. This head combined with that obtained by a pressure 

pipe a little over a mile long will enable a mean head of 153 feet to be used at a 

power house in theSE. X sec. 27, T. 33 S., R. 1 E. 

Potential power at undeveloped site 12RD 8 

[Total head, 195 feet; assumed dr»wdown, 12.5 feet] 

Flow (second-feet) Horsepower 

90 per cent 50 pP.r cent 90 per cent 50 per cent of time of time of time of time 

Natural flow------------- __ ___ ------------------------- Regulated flow-- --------------------------------------- 845 

1,140 I 1,400 

1,690 

10,400 

14,000 

17, 100 20,700 

The damages incident to the reservoir construction have been considered in 

connection with the Lost Creek reservoir site. No additional damage will be 

caused by the power development as here outlined. 

The maximum flood that may be expected at this point will not be very great 

and can be passed over the spillway or around or through the dam, as seems best 

when a detailed design is made. 

BUTTE CREEK POWER SITE (12RD 9) 

The Butte Creek power site is about half a mile below the mouth of Butte Creek. 

in the NE. X sec. 33, T. 33 S., R. 1 E. · (See fig. 12 and pl. 19, B.) Conditions 

here are favorable for the construction of a 30-foot dam to raise the water to the 
78 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

1,545-foot contour. The dam will be about 380 feet long on the crest and may 

be of an overflow section. 

The site is excellent geologically, for the dam will be founded on dense black 

diabase that appears to be a thick water-tight intrusive dikelike mass. This 

diabase crops out continuously along the line of the dam, even in the river bed. 

On the upstream side of the dike there is about 10 feet of soft, weathered rock, 

and on the downstream side about 2 feet of similar material. These soft rocks 

200 100 o 200 Feet. 

may be the result of local metamorphism due to the intrusion of 

the diabase. In any event it is 

advisable to drill at the site to 

determine whether any of the soft 

material occurs in the line of the 

dam. No difficulty will be expe· 

rienced in preventing seepage under or around the dam. The site 

is readily accessible, as the Crater 

Lake Highway runs past one end 

of the dam. 

The pond will flood a small 

area of agricultural and meadow 

land. It will also necessitate the 

relocation of about 1 mile of high· 

way and half a mile of secondary 

road and the raising of the McLeod Bridge about 15 feet. It 

may be more desirable to abandon the old bridge and carry 

the traffic which is headed up 

Butte Creek across the top of the 

dam. 

A canal 1.2 miles long constructed on the right bank along FIGURE 12.-Plan, Butte Creek dam site, Rogue River Basin , the 1,545-foot contour and a pen-

~....,C~o""'n""'t...Jo"'"u'-rJ,:.in..&.:t,...Le_r_v_a.,...,l I""'O"""f,,....e-et=--• 

Datum is mean.sea level 

stock 0.2 mile long will connect the dam with the power house in the center of 

sec. 32, T. 33 S., R. 1 E., and make a total head of 65 feet available. 

Potential power at undeveloped site 12RD 9 

Natural flow_------------------------------------------ Regulated flow _____ -------------------------- __ --------

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

920 

1,240 

1,660 

1, 910 4, 780 6,450 

8,640 

9,940 

If the entire crest length of the dam is used as a spillway, the probable maximum 

flow may be passed with a rise in pond level between 5 and 6 feet. 

The Eagle Point Irrigation District diverts about 70 second-feet from Butte 

Creek at Butte Falls. The discharge for 90 per cent of the time at the dam sites 

below has been reduced by this amount. A flume carrying about 2 second-feet 

is used to irrigate a small tract of land a short distance_ downstream from this site. 

No other diversions from the main stream exist above this point. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 79 

ELK CREEK POWER SITE (12RD ·10) 

Between the Butte Creek and Trail Creek sites the fall of the Rogue River 

amounts 'to 60 feet in 3~ miles. The flow available at the Elk Creek site is the 

same as at the Butte Creek site. Construction of low dams or canals to develop 

the power would be expensive, and this site would be one of the last to be used. 

But the potential power exists, and probably some of it could be developed if a 

market were available. It is assumed that half of the head, or 30 feet, can some 

day be economically used, and the potential power of the site has been calculated 

on that basis. 

Potential power at undeveloped site 12RD 10 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow __________________ ----------------- _______ _ Regulated flow _________________ -------------------- ___ _ 920 

1,240 

TRAIL CREEK POWER SITE (12RD 11) 

1,660 

1, 910 

2,210 

2,980 

3,980 

4,580 

The Trail Creek dam site is about 1.2 miles below the mouth of Trail Creek and 

a short distance above the middle of sec. 10, T. 34 S., R. 1 W. (See fig. 13 and pl. 

20. C.) The proposed 25-foot dam will have an excellent foundation, for massive, 

dense basalt crops out on both banks and in the river bed. Although the basalt 

is considerably jointed, the joints appear to be tight, and no appreciable leakage 

for a dam of this height should occur. The site is readily accessible, as the Crater 

l-ake Highway is adjacent to the west end of the dam. 

By flooding to an altitude of 1,420 feet a head of 25 feet would be created without appreciable damage either to agricultural land in section 3 or to the highway. 

As the bottom lands are relatively flat, and as the highway is not very much above 

the pond level in places, it will be necessary to pass the maximum flood without 

any great increase in the water level above the dam. The crest length of the dam 

is 370 feet, and if this entire length were used as a spillway, the rise in pond level 

for the probable maximum flood would be about 8 feet. As it is desirable to 

limit the pond rise to about 5 feet, gates with an aggregate wid.th of 80 feet and a 

depth below the spillway crest of 10 feet must be used to supplement the discharge 

of the overflow section of the spillway. The power house may be constructed at 

either end of the dam. 

Potential power at undeveloped site 12RD 11 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow ... --~ --- ----- ---- __ _____ ___ _____ _ Regulated flow ________ ___ _____ ___ ___ ________ __ ______ · __ _ 1, 030 

1,400 

LONG CREEK POWER SITE (12RD 12) 

1,860 

2, 030 

2,060 

2,800 

3, 720 

4,060 

Between the Trail Creek power site and the Reese Creek sl.te there is a fall of 

115 feet in 8% miles, or 13% feet to the mile. The valley through this section is 

wide and flat, and compared with other sites on the river appears to offer very 

unfavorable conditions for the use of this potential power. But if this site were 
80 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

-' ILJ 

~ · .J 1,500 

;51,480, 

(/) , wi,460 

> , 

01,440 

(Xl 1 

<( 1,420 

z , 

01,400 

250 

PLAN 

0 

Contour mterval 10 feet 

Datum is mean sea level 

1396' 

250 Feet 

N 

~1,380~----------------------------------~ 

~ CROSS SECT ION AT DAM SITE ILl 

_J 

ILl 250 0 250 Feet. 

FIGURE 13.-Plan and cross section, Trail Creek dam site, Rogue River Basin 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 81 

located in an industrial section of the East or Middle West, it would soon be used, 

so it is possible that in 50 years sites in Oregon similar to this will be put to use. 

The power will be developed by means of low dams, _or low dams and conduits. 

On account of unfavorable conditions it is assumed that only half of the head in 

this section can be developed, or 60 feet. 

Potential power at undeveloped site 12RD 12 

Natural flow ______________________ _____ ____ __ ~ _______ _ _ Regulated flow _________ _________ ___ _____ __ ____ ____ ____ _ 

Flow (second-feet) Horsepower 

90 per cent 50 per cent ·go per cent 50 per cent of time of time of time of time 

1,030 

1, 420 1,860 2,030 

4,950 

6,820 

8, 930 

9, 740 

REESE CREEK POWER SITE (12RD 13) 

A very low diversion dam or a wing dam could be built below the mouth of 

Reese Creek near the east line of sec. ~7, T. 35 S., R. 1 W., to turn the water into an 

open canal 2.5 miles long, constructed along the left bank on the 11280-foot 

contour. A penstock 0.10 mile long would connect the end of this canal with a 

power house in the SW. X sec. 29\of the same township. The total head created 

would be 43 feet. The stream flow at this site has been corrected by deducting 

70 second-feet because of the irriga~ion diversion from Butte Creek. 

Potential power at undeveloped site 12RD 13 

Natural flow ______________________ ____________________ _ Regulated flow ______ _______ ___ ____ _______ _____ ________ _ 

Flow (second-feet) Horsepower 

90 per cerit 50 per cent 90 per cent I 50 per cent of time of time of time of time 

1,050 

1,430 

1, 900 

2,050 

3,610 

4, 1)20 

6, 540 7,040 

Practically no . damage will be caused by this development. The site is readily 

accessible, and no difficulty should be experienced in constructing a canal and 

power house at the location indicated. 

LITTLE BUTTE CREEK POWER SITE (12RD 14) 

At the Little Butte. Creek power site a low diversion dam could be built in the 

SW. X sec. 7, T. 36 S., R. 1 W., to divert water intq ,a ditch at an altitude of 

11200 feet. Four miles of canal along the left bank would carry the water to the 

sw. X sec. 15, T. 36 s., R. 2 w., where a 'head of 35 feet W()llld be obtained. 

The canal would probably require lining in places because it approaches so near 

to the river; otherwise this project should be comparatively inexpensive. The 

discharge would be about the same as at :aaygold, ~hich is the site next below. 

Potential power at undeveloped site 12RD 14 

Natural flow_-----------------------·----------- _______ _ Regulated flow-----~------------- _____________________ _ 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of. time 

1,110 

1, 650 2, 030 2,070 

3,100 

4,620 

5,680 

5, 800 
82 CONTRIBUTIONS TO RYDROLOGY O:F' UNITED STATES, 1931 . 

GOLD HILL POWER SITE (12RD 16) 

The Gold Hill power site can be developed by building a dam 13 feet high in the 

NW. ~sec. 11, T; 36 S., R. 3 W., to flood to the 1,100-foot contour and by constructing an open canal along the 1,100-foot contour on the left bank of the river 

a distance of 2.6 miles, with a penstock half a mile long connecting the end of the 

canal with a power house in the NW. ~sec. 22. A total head of 65 feet would 

be created. 

At the dam site bedrock extends across the river (see pl. 18, B) and a very 

shallow excavation would permit the structure to be securely anchored to the 

rock. No difficulty will be experienced in preventing seepage under or around 

the dam. As the main line of the Southern Pacific Railroad passes one end of 

the dam the delivery of material will be very simple. 

Potential power at undeveloped site 12RD 16 

Flow (second feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow _____ -------------------------------------_ Regulated flow ______ ___ __ ________ ___ ___ ______ __ __ ___ __ _ 1,110 

1, 670 2,190 

2,190 

5, 770 8,690 

11,400 

11,400 

Practically no damage will be done to edsting or proposed improvements by 

flooding to the .1,100-foot contour. In order, however, that possible damage to the 

railroad right of way, the wagon road, and the agricultural land in sec. 12 may be 

·avoided, it seems desirable that the fluctuation in pond level d~e to high water 

shall be limited to about 10 feet. ' The crest iength of the dam w;ill be 500 feet, 

and the maximum flood to be passed will btl pmch the same as that at Raygold. 

By using gates cut 10 feet below the crest of the dam and having an aggregate 

length of 150 feet and by constructing the remainder of the dam as· an overflow 

section, the maximum flood can be passed without raising th~ pond level more 

than 10 feet. 

ROCK POINT POWER SITE (12RD 17) 

The Rock Point power site is 2 miles west of the town of Gold Hill and about 

300 feet upstream from Rock Point Bridge. (See pl. 20, B.) 

Bedrock is well exposed on both banks and lies at a shallow depth below the 

river bed. A microscopic examination of a specimen from this site made by 

C. S. Ross, of the United States Geological Survey, showed the rock to be profoundly metamorphosed, possibly of the diorite type. This rock will form an 

excellent foundation for the proposed dam, as the ~oints are fairly tight, and any 

seepage through them will be slight. 

By constructing a 16-foot dam in the NW. ~ sec. 20, T. 36 S.,. ~. 3 W., to flood 

to an altitude of 1,030 feet, and a canal about 800 feet long on the left bank, a 

total head of 18 feet would be made available. The 2-foot additional. head 

obtained by the canal might not ordinarily justify its construction, but directly 

under the bridge the river channel is only about 60 feet wide, and in time of 

high water the constricted opening would probably cause considerable backwater. 

The canal will carry the water past this place -and return it to the river where 

the channel is much wider. 

The site is readily accessible,' as. the main line of the Southern Pacific Railroad 

and the highway between Grants Pass and Medford both pass one end of the dam. 

The crest length of the proposed darn is 300 feet, and by limiting the rise in 

pond level to 10 feet no damage will be done to existing improvements. The 
WATER-POWE~ RESOURCES OF ROGUE RIVER BASIN, OREGON 83 

banks are of solid rock, and water may be passed over them without danger. 

The river side of the canal between the dam and the bridge should be designed 

as an overflow section in order that it may assist the rest of the dam in passing 

floods. If the main dam is also designed as an overflow section the total spillway 

length will be about 850 feet, and the probable flood flow can be passed with an 

increase in pond level of 9 or 10 feet. 

Potential power at undeveloped site 12RD 17 

Natural flow _________________ -------------------------- Regulated flow ___________________ ---·---------- ________ _ 

Flow (second-feet) Horsepower 

90 per cent. 50 per cent 90 per cent 50 per cent of time of time of time of time 

1,130 

1, 690 

2, 210 2, 210 1, 630 2,430 

3,280 

3,280 

AMENT POWER SITE (12RD 19) 

The Ament power site is in the NW. X sec. 23, T. 36 S., R. 5 W. (See pl. 

20, A.) At this point there are the ruins of an old rock-fill timber-crib dam and 

also a concrete power house and wing wall. At some time in the past a section 

of the dam adjacent to the power house was washed out. The concrete is still 

in good shape, and it appears that the timber portion of the dam could be made 

serviceable with minor repairs. I The washed out portion appears to have been 

founded on bedrock, and there is'no good reason why it should not ha.ve remained 

in place had it been properly anchored. The south end of the dam is founded 

on cemented gravel. This material is fairly stable, but in case of reconstruction 

it should be protected from backwash, as the south bank directly below the dam 

is composed of the same material and is cutting rather badly. By repairing the 

dam a head of 15 feet would be JDade available. 

Potential powir at undeveloped site 12RD 19 

i 

I 

Natural flow ____________________ _________ _____________ _ Regulated flow ___________________ ____ _________________ _ 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

1,130 

1, 670 2,190 2,190 

1, 350 

2,000 

2,630 

2,630 

In order that backwater from\ this site may not cause damage, the pond here 

should not be raised more than 5 feet. If a 200-foot section of the dam adjacent 

to the power house were replaced by a gate section with the gate sills about on 

a level with the rock bottom floods could probably be passed without exceeding 

the 5-foot limit. The opening of the gates would practically wipe out the head 

on the wheels, but the excessive flow would then be confined to the part of the 

stream bed best suited to withstand it, and as the floods are usually of short 

duration the power loss would be small. 

Between the tail water of the Ament Dam and backwater from the proposed 

darn at Taylor Creek there is a fall of 100 feet in 18 miles, or about 57'2 feet to 

the mile. This head could be developed by increasing the height of the Taylor 

Creek Darri, but the damages to agricultural land would be too great. Conduits 

also would be too expensive with so slight a fall to the mile. It is possible that 

low dams could be constructed to use part of this head, but such development will 

not take place for many years; therefore the potential power value of this section 
84 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

has been disregarded in this report and in the tabulation showing 'the power 

value of the Rogue River. 

HELL GATE POWER SITE (12ltD 20) AND TAYLOR CREEK POWER SITE (12RD 21) 

As the Hell Gate and Taylor Creek projects overlap to a considerable extent 

and as only one of the sites can be economically developed they will be considered 

together. 

The Hell Gate dam site is in sec. 10, T. 35 S., R. 7 W., at the entrance to a 

narrow, rugged canyon in which the Rogue River flows on its way through the 

Coast Range. (See pl. 14, B.) Massive jointed green rock crops out on both 

abutments and probably lies not more than 30 feet below the surface of the river. 

A specimen from this site was examined under the microscope by C. S. Ross and 

was found to be a profoundly metamorphosed rock containing secondary epidote, 

clinozoisite, and actinolite. The slte is excellent because seepage will cause no 

difficulty, and the rock is sufficiently strong to support a 200-foot dam. 

The Taylor Creek site is farther downstream, in sec. 10, T. 35 S., R. 7 W. 

(See pls. 12 and 13, B.) Both upstream and downstream from this site the valley 

is wider, owing to the occurrence of soft black schist. The narrows at the spot 

selected for the dam is due to the outcropping of massive rock, which forms rugged 

cliffs on both sides of the stream. This rock is green and megascopically appears 

to be a metamorphosed conglomerate. The alteration has been so complete that 

all signs of the original sedimentary bedding planes have disappeared. This rock 

has a high crushing strength and would form excellent abutments for a dam 200 

feet high. The joints are tight, and only ordinary precautions will be required 

to prevent leakage. 

The physical conditions at the two sites are much the same. The sections are 

narrow, the abutments are massive, and the depth to bedrock in the river channel 

is probably not more than 25 to 30 feet. A 200-foot dam could be built at either 

place, and no trouble would be experienced in preventing seepage either around 

or under the dam. The Hell Gate site is slightly more accessible, as it is only 6 

miles from Merlin, the nearest railroad station; the Taylor Creek site is about 

9 miles from the railroad, but as a fairly good highway runs past both sites the 

difference is not great. As a dam at the lower site could be built 29 feet higher 

than one at the upper site with practically no greater damage it seems prob.able 

that the lower (Taylor Creek) site is preferable. 

To flood to the 900-foot contour would require a 153-foot dam at Hell Gate or 

a 182-foot dam at Taylor Creek. The area flooded would be about 10,000 acres 

for either site. The features of the reservoir site have been described on page 62. 

This area lies directly below the town of Grants Pass; practically all the land 

below the 900-foot contour is cultivable and irrigable, and a large part of it is 

now in use for the raising of hops and orchard products. The agricultural value 

of the land is high, and its use for flowage can not be justified. 

A dam· could be built to raise the water 82 feet, to the 800-foot contour. This 

would flood only 560 acres of land, most of which lies in the narrow· bottom of the 

canyon, where its value is low. It is doubtful whether the added power that could 

be produced by a greater head would pay for the additional damages incurred. 

Aside from the slight area of agricultural land flooded by an 82-foot dam the only 

additional damage would be the destruction of about 2 miles of highway and 

possibly two or three houses. The relocation of the highway would involve no 

particular difficulty, 
RYEY 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER638 PLATE 21 

A. HORSESHOE BEND DAM SITE, ROGUE RIVER BASIN 

B. ROGUE RIVER 2 MILES ABOVE MULE CREEK 

C. SWING BRIDGE DAM SITE, JUST BELOW GRAVE CREEK, ROGUE RIVER 

BASIN 

U. S. GEOLOGICAL SURVEY 

jj3ocf' 

£j 

...J 

~ l.tJ 200 

> 0 

10 

< 

z 

0 

~ 100 

,I/ 

~ v ...J 

w 0 

ca.?~ ~ 

--- // -fv --- ....... 

WATER-SUPPLY PAPER 638 PLATE 22 

A 

250 250Feet ~~~~~~------~ 

0 

250 

Contour interval IOfeet Datum is mean sea level 

0 

D 

250feet 

CAPACITY IN HUNDRED THOUSANDS O;F ACRE-f"EET 

I--I--

-I----r- :...-I-

- ~ -f-" --f-f-" 

I-- --~----

f>.r~ ~ 1-- -

2 3 

AREA IN THOUSANDS OF ACRES 

4 

f-1--,.-- -~ f-" 

1-

4 

PLAN, CROSS SECTION, AND AREA AND CAPACITY CURVES, COPPER CANYON 

POWER SITE, ROGUE · RIVER BASIN 

WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 85 

Potential power at undeveloped site 12RD 21 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent. of time of time of time of time 

Natural flow _____________ ------------- ________________ _ Regulated flow ___________ ------------------ ___________ _ 1,020 

2,400 

2, 970 

2, 970 

6, 700 

15,700 

19,500 

19,500 

An overflow-type dam is suggested for this site, and the power house should 

probably be located. on the left bank of the river in the cove about 0.1 mile below 

the dam, where it will be somewhat protected from the floods. The crest length 

of the dam will be 270 feet, and this length will not increase appreciably as the 

pond rises. An increase of about 30 feet in the level of the water above the dam 

will permit the passage of the probable maximum flood. The added area flooded 

by this rise of pond level will be between 1,100 and 1,200 acres, but as the flood 

will be of short duration and as it is to be expected at infrequent intervals the 

damage will be low. 

A drawdown of 10 _feet at this site would provide 5,000 acre-feet of stored 

water, which could be used through an· average head. of 78 feet at this site and a 

total head of 663 feet including sites lower down. On the assumption that there 

would be no drawdown at the lower sites and that the period of drawdown at 

this site would average three months, the net gain at all sites would amount to 

1,500,000 kilowatt-hours if there were no regulation of the flow above this site 

and to less than 1,000,000 kilowatt-hours if all proposed reservoirs above were 

constructed. If the sites lower down on the river were not developed it would 

not pay to draw down the head for any considerable period, as the loss of power 

due to loss of head would soon equal the power obtained from the stored water. 

SWING BRIDGE POWER SITE (12RD 22) 

A dam at the Swing Bridge site, in the NE. X sec. 2, T. 34 S., R. 8 W., just 

below Grave Creek, would flood to an altitude of 700 feet and create a head of 

107 feet. (See pl. 21, C.) · 

A fine-grained green rock of igneous origin containing nodules 3 to 6 inches in 

diameter crops out as rocky ledges and cliffs on both abutments. A specimen of 

one of these nodules was determined under the microscope by C. S. Ross to be a 

greatly altered volcanic rock containing much epidote, with the feldspar phenocrysts almost completely broken down into a secondary aggregate but remaining 

fairly firm and coherent. Such a rock, although considerably altered, makes an 

excellent foundation for any dam of practicable height. Slight leakage may occur 

through the joints in the rock unless a small amount of cement grouting is done, 

but grouting is not absolutely necessary, for the seepage will not increase with 

time. The abutments are exposed, and the depth to bedrock in the channel is 

probably not over 20 feet. l 

The pond formed will be long and narrow and will flood no valuable lands. 

The only damage incident to development will be the inundation of about 0.7 

mile of highway, 3 miles of trail, and a few houses. 

To make the site readily accessible it would he necessary to build about 5 miles 

of highway connecting the dam with the highway already constructed as far as 

Almeda; or a road might be built down Grave Creek from-the railroad station at 

Leland to the d:;tm site, a distance of possibly 9 miles. 
86 CONTRiBUTIONS TO HYDROLOGY OF UNITED STATES, i93i 

Potential power at undeveloped site 12RD 22 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural Regulated flow- ------------------------------------------ flow ______ _____ _____ ___ __ ___________________ _ 1,030 

2, 410 3,130 3, 130 8,800 

20,600 

26,800 

26,800 

The crest length of the dam, which should probably be of an overflow section, 

is about 500 feet. A rise in pond level of about 20 feet would enable the probable 

maximum flood to be passed if the entire crest were used as a spillway. In order, 

however, that the power house, which will be set into the bank directly below the 

dam, may not be injured by the extreme flow, some gates should be provided to 

throw the .greater portion of the water to the opposite side of the river. 

A drawdown of 40 feet at this site would make available 15,500 acre-feet of 

stored water, which could be used through an average head of about 90 feet at 

this site and a total head of 568 feet including sites lower down. Assuming that 

there would be no drawdown except at this site and that the period of drawdown 

would be three months, the net gain from drawing down the pond level would 

amount to 3,500,000 kilowatt-hours at all sites, without stora-ge above; but if all 

the proposed storage sites were developed the loss of power due to loss of head 

would equal the total gain from the use of stored water and it would not pay to 

draw down the head. If the site were developed as a single unit with no storage 

above, it would not pay to draw down the head except for short periods. 

HORSESHOE BEND POWER SITE (12RD 23) 

By constructing a rock-filled dam at Horseshoe Bend, in the SW.X sec. 23 and 

the NW.X sec. 26, T. 33 S., R. 9 W., to flood to the 580-foot contour, a head of 128 

feet would be created. 

The site selected for the dam is at a horseshoe bend where the river flows around 

a narrow low ridge of blue quartzite. (See fig. 14 and pl. 21, A.) The two abutments are cliffs of the quartzite, which crops out continuously across the low-stage 

channel, except near the end of the ridge, where it may be 30 feet below the water 

surface. The quartzite is shot through with quartz veins, and on the east abutment there is a quartz vein about 6 feet wide that fo~ms a low short hogback. 

Metamorphism has nearly obliterated the bedding planes that formerly existed 

fn the sediments. The rock is strong; no 'difficulty should be experienced with 

seepage under or around the dam. -

A slight excavation would expose the abutments, and the depth to bedrock in 

the river channel is probably not more than 25 feet. A concrete dam might be 

as economical as the rock-fill type suggested, but owing t o the presence of rock 

suitable for a dam and the comparative inaccessibility of the site, a rock-fill dam 

appears preferable, especially as the low point in the promontory around which 

the river flows can be used as a natural spillway. 

Aside from the flooding of a short length of trail no damage will be done by 

this development. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 87 

640 

~ 620 

~ 600 

~ 580 

111 560 IU 

~540 

~520 

zsorJ 

2 4ad 

!;( ' ~ 460 

E 

PLAN 

2~0 I I ? 

Contour interval IOfeet Datum is mean sea level 

a5o Feet I 

F 

d 440'...L----------------------------L 

..J 

w 

> 

w 

..J 

~ sso Cf) 

w 

~ ID 

< 

~500 ,/ 

~ ~ ..J 

1&1 

!( 

v 4500 

10 

/ 

/ 

CROSS SECTION AT DAM SITE 

25~,o~·~·~·~· _9L-----2~1oFeet 

CAPACITY IN THOUSANDS OF ACRE-FEET 

20 30 40 50 60 

J#H .----J.--

L--~ 

v (ly ........ 

/ ~ 

vv 

/ 

v 

2 3 4 6 

AREA IN HUNDREDS OF ACRES 

FIGURE 14~-Pl n, cross section, and area and capacity curves, Horseshoe Bend power site, Rogue River 

Basin 
88 CONTRI:SUTIONS TO HYDROl-OGY O:F UNITED STATlnS, 1931 

Potential power at undeveloped site 12RD 23 

Natural flow. __ ._. _______ ----- ___ ------- ___ .----------_ Regulated flow _____________ --------. ___ -------- _______ _ 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

1,060 

2,440 

3,200 

3,200 

10,800 

25,000 

32,800 

32, 800 

It is possible to construct a spillway 450 feet long in the saddle of the promontory. By cutting down the high part of the ridge to an altitude of 570 feet and 

building up the low part to the same height and installing gates in this section 

the maximum probable flood can be passed without exceeding a 15-foot rise in 

pond level. The bank down which the water will be run is composed of massive 

rock with few faults and probably will require no protection.. If plucking takes 

place, however, the bad spots can readily be repaired with cement. By drawing 

down the head 30 feet io,ooo acre-feet of stored water would be obtained. This 

could be used through a head of 115 feet at this site and a total head of 465 feet 

if all proposed sites below were developed. On the assumption that there would 

be no drawdown at sites lower down and that the period of drawdown would 

be three months, the net gain from drawing down the pond level would be less 

than 1,000,000 kilowatt-hours. If all proposed reservoirs above were developed, 

or if the sites below were not developed, it would not pay to draw down the head 

at this site except for short periods. 

To prevent any danger of overflow the crest of the dam should be raised to an 

altitude of 600 feet . . The power house may be built on the flat rock bench immediately below the dam, but it should be at a height sufficient to prevent damage 

due to backwater, which may rise as much as 45 feet above normal low water. 

STAIRS CREEK POWER SITE (12RD 24) 

The Stairs Creek dam site is in theSE. X sec. 17, T. 33 S., R. 10 W., in a rugged 

canyon carved out of massive diorite, an ancient igneous intrusion. (See fig. 15 

and pls. 21, B, 23, and 25, B.) In places the diorite contains quartz veins and a 

few joints. The diorite is exposed without soil cover on both abutments, ~ut 

bedrock in the river at this site may lie as much as 40 feet below the surface of 

the river. It is an admirable site for a dam, both because of the strength of the 

rock, its freshness at the surface, and the absence of many joints. By constructing a dam at this point to flood to an altitude of 440 feet a head of 150 feet yvill 

be created. The land to be flooded all lies in the bottom of a narrow canyon 

and is practically worthless. Aside from the flooding of about 3 miles of trail 

and several shacks no actual damage would be done. 

Potential power at undeveloped site 12RD 24 

Natural fluw. ------------------------------------------ Regulated flow _____________ ------------ _____ ------- ___ _ 

Flow (second-feet) ' Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

1,100 

2,480 

3, 250 

3,250 

13,200 

29,800 

29,000 

39,000 
WATER-POWER RESOURCES OF ROGUE RtVER BASIN, OREGON 89 

As the crest length of the dam will be only about 320 feet, considerable difficulty will be experienced in passing the expected floods. By constructing the 

headrace canal along the left bank and designing the outer wall as an overflow 

section the effective spillway -length may be increased to about 450 feet. If the 

central 200 feet of the dam is constructed as a gate section with the gate sills 20 

250 

Contour interval 10 feet Datum is mean sea level 

soo' 

jj 480 

~ 460 

..l ' i5 440, 

Cl) 420 

~ 4oo' 0 , !0 380 

< , :z 360 

2 340 

~ 320 

~ 300 

C D 

IJ.J zso'.....~-. ______ __,_ 

CROSS SE:CTION AT DAM SITE 

250 0 2so Feet 

CAPACITY IN THOUSANDS OFACRE-FEE.T 

ro zo 3o 40 so so 7o 8o · go roo Ho rzo 

i5 

Cl) 

w 

> 400 0 

!0 

< I/ 

I z 

0 

i= 

~300 IJ.J 

II)~ 

,'/ 

jj 0 

_:.....-1--:' - -~----

-~ ~ 

G~a.c'!:'J.. 1-" -~ - -~--- ~ 

:,......-- ........ t>-s¢ -~ 

v ..... ...... :..--

3 4 56 7 8 9 10 12. 

AREA IN HUNDREDS OF ACRES 

FIGURE 15.-Plan, cross section, and area capacity curves, Stairs Creek power site, Rogue River Basin 

feet below the crest of the remainder of the dam the flood can be passed with an 

increase in pond level of about 13 feet. The power house can be built on the 

left side of the river on the bench that lies 250 feet below the dam. To prevent 

possible damage by scour the structure should he placed near the rear · of the 

bench, and a substantial wall should be constructed between it and the spillway. 
90 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

Backwater conditions during heavy floods will be severe, and a rise of 40 to 50 

feet in the normal tail-water level may be expected. This rise may be somewhat 

decreased by improving the channel farther downstream, but as the duration of 

the flood is normally short it is doubtful whether added expense would be justified. 

The site is extremely inaccessible, and though it would be possible to construct a railroad from Leland down Grave Creek and the Rogue River, the cost 

would be almost prohibitive. A much more economical method, provided the 

site at Copper Canyon is first developed, would be to ship material by the construction railroad which must be built to develop that site and then load it into 

barges which would carry it on slack water a distance of about 21 miles, practically to the Stairs Creek dam site. 

By drawing down the head of this site 40 feet 22,000 acre-feet of stored water 

could be obtained. This could be used through a head of 130 feet at this site 

and through a total head of 330 feet at this site and Copper Canyon. With no 

drawdown at Copper Canyon and drawdown at this site during a period of three 

months, the net gain from drawing down the pond level would be about 1,250,000 

kilowatt-hours. If Copper Canyon were not developed or if the storage reservoirs above were built it would not pay to draw down the head at this site except 

for short periods. 

COPPER CANYON POWER SITE (12RD 25) 

The Copper Canyon dam site is in the SW. X sec. 11, T. 35 S., R. 12 W. (See 

pls. 22 and 25, A.) By constructing a dam at this place to flood to the 270-foot 

contour a head of 200 feet will be created. The depth to bedrock in the river 

channel is probably less than 30 feet below mean low water. 

The dam site is formed by a dike of dense diabase half a mile wide that strikes 

north, at right angles to the river. The diabase is minutely jointed, owing to 

the severe stresses it has undergone in the past periods of folding in this area, 

but it ·is neither vesicular nor cavernous, and seepage will be insignificant. As 

the dike rises from great depths and cuts across the grain of the sedimentary 

bedS"that lie upstream from the site, no leakage will occur from the reservoir. 

The dike is somewhat weathered, but a 5-foot excavation should yield fresh rock. 

The geology and type of rock make this site almost ideal for any dam of practicable 

height. The crest of the dam will be 550 feet long, and the maximum probable 

flood can be passed over an overflow dam with a rise in pond level of about 27 

feet. In order that the backwater shall not affect too much the Stairs Creek 

site above it is desirable that the flood be passed with a rise of about 10 feet. 

This can be accomplished by constructing a gate section 400 feet long in the dam 

and setting the gate sills 20 feet below the crest of the spillway. 

A good site for the power house is in the little cove on the left bank of the river 

about 300 feet below the dam . . Here it will be somewhat sheltered from the 

flood flow, and. as the canyon widens rapidly below the cove the backwater 

should not be troublesome. 

Copper Canyon is slightly more than 20 miles from the Pacific Ocean and the 

construction of a railroad for this distance involves no particular difficulty. 

This railroad will render the site readily accessible, and a portion of its cost may 

be assessed against the Stairs Creek dam, farther upstream, as it can also be used 

to transport materials for that site. By drawing down the head 70 feet 207,000 

acre-feet of stored water would be obtained, which could be used through a head 

of 168 feet. If the period of drawdown were four months and if none of the 

storage sites above were developed, the net gain from the use of the stored water 

would be 16,000,000 kilowatt-hours. 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 91 

The damage due to the development of · this site would be the flooding of 400 

acres of good agricultural land, of about 20 miles of trail, of the settlements of 

Agness and Illahe (see pl. 24, A), and of a few isolated shacks and farms. 

The amount to be paid for damages will be but a small proportion of the total 

cost of construction. The surface area of the pond created will be about 3,900 

acres, most of which lies in the bottom of a narrow canyon or on the steep hillsides. 

The slack water of the pond will extend about 21 miles up the Rogue River and 

13 miles up the Illinois River. 

Potential power at undeveloped site 12RD 25 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow ___ ______ ____________ _____ ___________ __ ___ _ Regulated flow _______ ________ ___ ______________________ _ 1, 220 4,850 

SOUTH FORK POWER SITE (12RD 27) 

5, 150 5, 1.50 19,500 

77,600 

82,400 

82,400 

Water for the South Fork power project will be diverted from the South Fork 

of the Rogue River just above the boundary of the Cascade National Forest, 

at an altitude of about 3,300 feet. Half a mile of oonduit and a mile of tunnel 

will lead to a power-house site on the Middle Fork, where a head of 660 feet can 

be obtained. This head might be increased by diverting higher up on the South 

Fork, provided the discharge does not decrease rapidly upstream. Records of 

run-off on the South Fork near the proposed point of diversion are available for 

1925 to 1928. The water from this plant together with the flow of the Middle 

Fork would be carried by conduit to a point above the dam of the Prospect 

plant, the flow of Mill, Bar, and Red Blanket Creeks being diverted into the 

same conduit. 

The natural Q90 flow at this site is about 65 second-feet and the Q50 flow 170 

second-feet; 3,430 horsepower could be developed for 90 per cent ·Of the time 

and 8, 980 horsepower for 50 per cent of the time. 

RANCHERIA POWER SITE (12RD 28) 

By diverting the waters of Willow Creek and Rancheria Creek at the forks 

and carrying the water along the left bank of Butte Creek on the 2,540-foot 

contour to Butte Falls a head of 200 feet can be obtained. The flow available 

is practically the same as at the gaging station at Butte Falls. By constructing 

a canal along the same contour from the North Fork of Butte Creek to Butte 

Falls the flow would be increased by about 37 second-feet for 90 per cent of the 

time. This diversion from the North Fork would allow the water from that 

creek to be used for irrigation by the Eagle Irrigation District and for power 

in the plants proposed on its canals. About 5 miles of conduit of 120 second-feet 

capacity would be required from Rancheria Creek and about 2 miles of canal 

of about 50 second-feet capacity would be required from the North Fork of 

Butte Creek. A logging road follows Butte Creek above Butte Falls. 

The natural Q90 flow at this site is 133 second-feet and the Q50 flow 160 

second-feet; 2,130 horsepower could be developed for 90 per cent of the time and 

2,560 horsepower for 50 per cent of the time. 

31558°-32-7 
92 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATE~, 1931 

McNEIL CREEK POWER SITE (12RD 30) 

The McNeil Creek power site is on the canal of the Eagle Point Irrigation 

District. A plant could be built at the McNeil Creek siphon in the E. % sec. 

36, T. 34 S., R. 1 E., to operate under a head of 330 feet; or by putting in a pressure pipe from the canal to Butte Creek in sec. 30, T. 34 S., R. 2 E., a head of 

440 feet could be obtained. Both these sites could be operated only during the 

nonirrigation season. During the irrigation season the water could be used for 

power at two drops, one of 60 feet and one of 300 feet. The low flow on Butte 

Creek comes in August, September, and October, and this is also true of the 

Rogue River. The irrigation .demand in these months is· not very heavy, and 

it might pay to build the plant in sec. 30 on Butte Creek because of the extra 

100 feet of head during the low-water s~ason. This extra head would increase 

the minimum potential power by about 1,000 horsepower, provided the North 

Fork of Butte Creek is diverted into Butte Creek above the point of diversion 

of the Eagle Point Irrigation District. The canal for this purpose would be 

about 2 miles long and would increase the low flow by about 37 second-feet. 

With a head of 440 feet this would add 1,300 horsepower to the capacity of the 

site. The capacity of the site as given below is based on the assumption of 

three plants, one of 60-foot head and one of 300-foot head to be used during the 

irrigation season and one of 330-foot head to be used during the nonirrigation 

season and to take the excess flow during the irrigation season. 

The natural Q90 flow at this site is 133 second-feet and the Q50 flow 160 secondfeet; 3,830 horsepower could be developed for 90 per cent of the time (head 360 

feet) and 4,220 horsepower for 50 per cent of the time (head 330 feet)~ 

KERBY POWER SITE (12RD 34) 

A power plant is proposed to be located on the Illinois River just below the 

Kerby Dam, in sec. 29, T. 38 S., R. 8 W. The Kerby Reservoir and its alternative dam sites have been described on pages 64-65. (See fig. 11 and pls. 14, A, 

15, A, and 16, A.) As it would be necessary for the turbines to operate under 

a variable head, this plant would not be as efficient as the others, but the assumed 

efficiency of 70 per cent would probably cover the loss of power due to the variation. It has been assumed that the dam would be located at the lower or 

Josephine Creek site. If the dam were built at the upper Kerby site the dam 

at Fall Creek would be raised 20 feet to use the additional head. The maximum 

power available at Kerby would be 22,000 horsepower, which would come in 

July, during the beginning of very low water. The head available would vary 

from 180 to 55 feet, with 5 feet fall between the tail water at Kerby and the head 

water from Fall Creek. The maximum altitude of the head water would be 1,360 

feet, altitude of the tail water, 1,180 feet. 

The potential power available at this site when operated primarily for storage 

for sites below, is as follows: 

Potential power at undeveloped site 12RD 34 

[Normal year] 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent 

Natural flow_------------------------------------------ Regulated flow ________ --------------- _________________ _ 

of time of time of time of time 

38 

0 

850 1,070 

523 0 

11,700 

6,500 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 23 

A. ROGUE RIVER BELOW THE MOUTH OF STAIRS 

CREEK 

B. MULE CREEK CANYON, ROGUE RIVER, THREE-QUARTERS OF A MILE ABOVE 

STAIRS CREEK 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 633 PLATE 24 

A. AGRICULTURAL LAND IN ROGUE RIVER VALLEY NEAR ILLAHE 

B. ILLINOIS RIVER AT FALL CREEK DAM SITE 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 638 PLATE 25 

A. COPPER CANYON DAM SITE, ROGUE RIVER BASIN 

B. ROGUE RIVER FROM TROUT CREEK 

WATER-POWER RESOURCES 6:F ROGUE RrVER BASIN, OREGON 93 

The above table would seem to indicate more power without than with 

regulation, but with regulation the period during which no power would be 

available would come during January, when the flow at Kerby would be entirely 

cut off and the entire load carried by plants below; on the other hand, with regulation the maximum amount of power would come during the low-water period, 

July to September, when the stored water would be released. 

..l 

w, ~ rzol ..l 

<{ 

w 

ell 

w 

> g 1,100 

<{ 

z 

0 

i= I ~ ·V/ 1,000 ..l 0 1.1.1 

10 

/ -- v ~ f.-

v v 

/v 

10 

c~ 

500 soo Feet ..._Co._n.._to_u,_r_i.L.n_te.._r~va-1:--IO~fe~e~t__.. 

PLAN 0 

Oatum t!> mean sea /eve! X 

250 2:sofeet, ~~~~~------~ 

0 

CAPACITY IN THOUSANDS OF ACRE-FEET 

20 30 40 

J. f-I-- 1--1---r--

~ r-- -

--I-I-

~,.!.e~ f.-

20 30 40 50 

AREA IN HUNDREDS OF ACRE.S 

50 

60 70 

FIGURE 16.-Plan, cross section, and area and capacity curves, Fall Creek power site, Rogue River 

Basin 

FALL CREEK POWER SITE (12RD 35) 

The dam for the Fall Creek project would be located just above the falls at 

mile 39.7, in sec. 33, T. 37 S., R. 9 W. (See fig. 16 and pl. 24, B.) 

In the vicinity of this site there is a complex of igneous and metamorphic rocks. 

The falls themselves seem to have resulted from differential erosion of diabase 

and serpentine. Upstream from the diabase there is a series of fine and coarse 

conglomerates greatly metamorphosed. The dark igneous rock that crops out 

at the dam site was determined by C. S. Ross to be a porphyritic andesite. In 
94 CONTRIBUTIONS TO HYt>ROLOGY OF UNITED STATES, 1931 

the conglomerate overlying this andesite there are cobbles of vesicular lava which 

!'lUggest that the rock at the dam site is a surface flow and not an intrusive body. 

If so, it has been tilted and metamorphosed at the same time as the near-by 

conglomerates, and the whole mass has been changed into a compact, impermeable metamorphic series with only traces of the original character left. Joints 

are few. Bedrock occurs in the river bed and on both sides, so that no difficulties 

should be encountered in preventing seepage or in building the dam to the desired 

height. 

The height proposed for the dam is 17 5 or 195 feet, depending on which dam site 

is used for the Kerby Reservoir. It has been assumed in calculating the storage 

and power capacity that a dam to raise the water surface 175 feet will be erected 

at Fall Creek. A tunnel 1.1 miles long with about 1,200 feet of pipe line would 

add 75 feet to the head, giving a total head of 250 feet. The dam would be a 

nonoverfl.ow concrete structure with a spillway tunnel about 900 feet long across 

the bend. Th~ altitude of head water would vary between 1,175 and 1,135 feet; 

altitude of tail water, 925 feet. With the assumed drawdown of 40 feet a storage 

capacity of 20,000 acre-feet would be made available. The power plant would 

be operated in connection with the other power plants on the river; the potential 

power is shown in the following table: 

Potential power at undeveloped site 12RD 35 

[Normal year] 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow __ ----------------------------------------- Regulated flow _______ --------- _________ ---------------_ 60 1,300 

1, 330 

1, 570 

1,200 

25,000 

26,600 

27,000 

Rock for concrete for the dam would be available near the site, and sand could 

be obtained by crushing. Cement would be hauled part way by railroad and 

the last 30 miles by truck. Damage from the construction of this plant would 

be negligible, as most of the land is public land. 

CLEAR CREEK POWER SITE (12RD 36) 

The dam for the Clear Creek project would be built above the mouth of the 

creek at mile 30, which when the area is surveyed will probably be found to be 

in sec. 2, T. 37 S., R. 10 W. The site is in the rugged canyon of the Illinois River, 

which is carved out of ancient intrusive rocks. There are excellent exposures of 

rock on both sides of the river, and a specimen examined by C. S. Ross was determined to be very fresh diorite. It is a dark-blue rock resembling granite in its 

crystalline character and will afford an ideal foundation because of its great 

strength and impermeability. No difficulty should be experienced in building a 

dam of the desired height. 

The height proposed is 190 feet, which would back the water to a point within 

5 feet of the level of tail-water at the Fall Creek site. Half a mile of tunnel would 

add 30 feet to the head, the power house being located at mile 28.8. An additional 

20 feet of head would be added by half a mile of pipe line, or this head could be 

developed by adding 20 feet to the height of the dam at Bald Mountain. This 

additional height of 20 feet at Bald Mountain would afford 8,900 acre-feet of 

pondage, which probably would be of consi~erable advantage, and it has therefore 

been assumed that this head will be developed at Bald Mountain. The total 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 95 

head at the Clear Creek site would be 220 feet. The altitude of head water at 

this site would vary between 920 and 880 feet and the altitude of tail water 

would be 700 feet. The storage capacity for 40-foot drawdown would be 16,500 

acre-feet. The estimated flow at this site for a normal year is given in Table 10. 

The potential power when this site is operated in connection with other plants on 

the river would be as shown in the following table: 

Potential power at undeveloped site 12RD 36 

[Normal year] 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent of time of time of time of time 

Natural flow_-------- __________ ------------------------ Regulated flow------------------------------------·---- 1 

80 1, 750 

1,800 

2,010 

1,400 

30,600 

31,700 

33,300 

It would be necessary to build about 10 miles of highway or 40 miles of railroad 

to reach this site, which is 10 miles below Fall Creek. The only construction 

material available at the site is rock which could be crushed to furnish sand. ')'he 

lands that would be flooded by this project are on steep hillsides, practicall_y all 

publicly owned. 

BALD MOUNTAIN POWER SITE (12RD 37) 

The dam for the Bald Mountain project would be located at mile 21.2~ at illn 

altitude of 525 feet, where the river starts its bend around Bald Mountain. When 

the land is surveyed this site will probably be in sec. 26, :J'. 36 S., R. U W. 

The geology of this site was not studied because of the difficulty of reaching it, 

but a traverse made along the trail to Agness indicates that the site is probably 

satisfactory. About 5 miles upstream from the site the trail turns away from the 

river and makes a steep ascent to the top of Bald Mountain. The first outcrops 

of sandstone observed in the entire traverse made from the Falls Creek ~ite were 

along the trail, about 2,500 feet above the river. The sandstone is altered, 

almost to a quartzite. Near the top of Bald Mountain there are a couple of small 

seeps, the water being brought to the surface by_ some shale beds that underlie 

the sandstone. From the top of the mountain the trail goes down a steep canyon 

wall by means of switchbacks. Along this trail were found chips of sandstone, 

and at Silver Creek a diabase dike is intruded into conglomerate, probably of 

Cretaceous age. Thus in the entire traverse nothing was found to suggest that 

the structure of the Bald Mountain dam site was anything but good. 

The canyon of the river is narrow, and a small amount of surface stripping would 

probably expose good rock foundations. An overflow dam 170 feet high is 

proposed. This would back water within 5 feet of tail water of the Clear Creek 

plant. A tunnel 2.8 miles long under Bald Mountain would add an additic..!l.al 

head of 255 feet, if the fall below an altitude of 270 feet were utilized in a plant at 

Copper Canyon, on the Rogue River. An additional head of 65 feet can be 

obtained with about the same length of tunnel provided the Copper Canyon dam 

is built to a lower height. 

The head between the proposed Bald Mountain site and the backwater from 

the Copper Canyon site on the Rogue River could be developed by dams instead 

of by a tunnel, and a dam site was surveyed at mile 12.3, a short distance below 

Collier Creek. (See fig. 17.) This site may be taken as typical of this part of the 

Illinois River, as there are many good sites between it and the Bald Mountain 

site. An example of the use of a tunnel rather than a dam is afforded by a con-
96 CONTRIBUTIONS TO HYDROLOGY OF UNITED STATES, 1931 

structed plant in Georgia, where a tunnel5,600 feet long was built to obtain a head 

of 100 feet. On the basis of the head per mile obtained by this tunnel, the tunnel 

under Bald Mountain could be 2.8 miles long if the Copper Canyon dam is built 

to the full height. The average continuous output at this constructed plant is 

less than 5,000 horsepower, compared with an average estimated output at the 

Bald Mountain site of 14,000 horsepower for each 100 feet of head. 

No agricultural land would be flooded by this project, and practically the whole 

area is publicly owned. Head water at this site would fluctuate between an 

altitude of 695 and 655 feet, and the tail water would be at 270 feet. The storage 

capacity afforded by a drawdown of 40 feet would be 15,000 acre-feet. 

soo 0 

Contour interval IOfeet 

Datum is mean sea level 

sooFeet 

FIGURE 17. -Plan, Collier Bar dam site, Rogue River Basin 

In calculating the power at Bald Mountain it is assumed that the Copper Canyon dam would be built to the full height, or to an altitude of 270 feet. 

Potential power at undeveloped site 12RD 37 

[Normal year] 

Flow (second-feet) Horsepower 

90 per cent 50 per cent 90 per cent 50 per cent 

Natural flow_----------- _______________________________ _ Regulated flow _________________________________________ _ 

of time of time of time of time 

85 1, 770 1, 910 

2,290 

2,900 

60,300 

65,000 

78,000 
WATER-POWER RESOURCES OF ROGUE RIVER BASIN, OREGON 97 

MARKET 

The location of each of the developed and undeveloped power sites 

in the Rogue River Basin is shown on the general map of the area 

(pl. 3) and the small-scale profile (pl. 4). 

By constructing a trunk transmission line along the river all the 

sites can readily be linked into one unified system. The power output 

of this system will be so large that only a very small percentage of it 

can be absorbed in the immediate vicinity unless industries requiring 

large blocks of power locate near by. The electrification of the railroads in the basin would provide an outlet for a considerable block of 

power, but this would be only a small part of the power that can be 

obtained. Sites on the Illinois River and the lower Rogue River are 

close to the coast, where raw material could be brought by water. 

As an example, bauxite for the production of aluminum could readily 

be brought from South America to some port near the mouth of the 

Rogue River for treatment. This industry and other electrometallurgical processes requiring cheap power may soon be forced to the 

Pacific Northwest for a location. Such industries offer probably a 

more immediate market for the power available on the Rogue River 

than the public utilities of Portland or San Francisco, but if the 

power is not developed for industrial use in the vicinity there seems 

little question that it will be developed for public utilities in the not 

very distant future. · 

The power consumption of the United States doubles every eight 

or ten years. In the period from 1921 to 1928 the developed water 

power in California increased from 1,149,000 to 2,227,000 horsepower 

and in Oregon from 185,000 to 289,000 horsepower. Already most 

of the cheaper water-power sites in California are developed. It is 

conceivable, therefore, that power from sites on the Rogue River can 

be sold in California before many years elapse. San Francisco is 350 

miles distant. Power from the Rogue River could be used in northern 

California, releasing power from plants in that region for use in San 

Francisco. Portland and cities in the Willamette Valley also will 

require more power, but there are large sites on the Columbia River 

that can be developed to supply this market, and these will compete 

with sites on the Rogue River as economical sources of power for 

metallurgical and similar industries. At present the m.ost probable 

use for power from the Rogue River is in some manufacturing process 

requiring large amounts of cheap power or for public utilities in 

northern California.