DEPAETMENT OF THE INTEEIOE

WATER-SUPPLY

AND

IRRIGATION PAPERS

UNITED STATES GEOLOGICAL SURVEY

No. 59

\ DEVELOPMENT AND APPLICATION OF WATER NEAE SAN

1 BEENARDINO, COLTON, AND RIVERSIDE

l CAL., PART I. LIPPINCOTT.

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1902
IRRIGATION REPORTS.

The following list contains titles and brief descriptions of the principal repor 

relating to water supply and irrigation prepared by the United States Geologic 

Survey since 1890 :

1890.

First Annual Report of the United States Irrigation Survey, 1890; octavo, 133 pp

Printed as Part II, Irrigation, of the Tenth Annual Report of the United States Geologiq 

Survey, 1888-^89. Contains a statement of the origin of the Irrigation Survey, a preliminar 

rep_ort on the organization and prosecution of the survey of the arid lands for purposes c 

irrigation, and report of work done during 1890. i

1891.

Second Annual Report of the United States Irrigation Survey, 1891; octavo, 395 pj

Published as Part II, Irrigation, of the Eleventh Annual Report of the United State! 

Geological Survey, 1889-90. Contains a description of the hydrography of the arid regioi 

and of the engineering operations carried on by the Irrigation Survey during 1890: also tlii 

statement of the Director of the Survey to the House Committee on Irrigation, and othe] 

papers, including a bibliography of irrigation literature. Illustrated by 29 plates and 

figures.

Third Annual Report of the United States Irrigation Survey, 1891; octavo, 576 pj_

Printed as Part II of the Twelfth Annual Report of the United States Geological Survey! 

1890-91. Contains " Report upon the location and survey of reservoir sites during the fiscsfl 

year ended June 30, 1891," by A. H. Thompson; "Hydrography of the arid regions," b: 

F. H. Newell; "Irrigation in India," by Herbert M. Wilson. Illustrated by 93 plates am, 

190 figures.

Bulletins of the Eleventh Census of the United States upon irrigation, prepared bj) 

F. H. Newell; quarto. I 

No. 35, Irrigation in Arizona; No. 60, Irrigation in New Mexico; No. 85 

Irrigation in Utah; No. 107, Irrigation in Wyoming; No. 153, Irrigation ij, 

Montana; No. 157, Irrigation in Idaho; No. 163, Irrigation in Nevada; No. 178 

Irrigation in Oregon; No. 193, Artesian wells for irrigation; No. 198, Irriga? 

tion in Washington. !

1892. ,

Irrigation of western United States, by F. H. Newell; extra census bulletin No. 

September 9, 1892; quarto, 22 pp.

Contains tabulations showing the total number, average size, etc., of irrigated holdings* 

the total area and average size of irrigated farms in the subhumid regions, the percentagj 

of number of farnls irrigated, character of crops, value of irrigated lands, the average cos ! 

of irrigation, the investment and profits, together with a resume of the water supply anr 

a description of irrigation by artesian wells. Illustrated by colored maps, showing th'. 

location and relative extent of the irrigated areas. 4

1893.

Thirteenth Annual Report of the United States Geological Survey, 1891-92, Part 

III, Irrigation, 1893; octavo, 486 pp. .

Consists of three papers: "Water supply for irrigation," by F. H. Newell; "Americar 

irrigation engineering" and "Engineering results of the Irrigation Survey," by Herbert 

M. Wilson: " Construction of topographic maps and selection and survey of reservoir sites, 1 

by A. H. Thompson. Illustrated by 77 plates and 119 figures.

A geological reconnaissance in central Washington, by Israel Cook Rnssell, 

octavo, 108 pp., 15 plates. Bulletin No, 108 of the United States Geologica 

Survey.

Contains a description 9f the examination of the geologic structure in and adjacent to 

the drainage basin of Yakima River and the great plains of the Columbia to the east of this 

area, with special reference to the occurrence of artesian waters. 

1894. 

Report on agriculture by irrigation in the western part of the United States at the 

Eleventh Census, 1890, by F. H. Newell, 1894; quarto, 283 pp.

Consists of a general description of the condition of irrigation in the United States, the 

area irrigated, cost of works, their value and profits; also describes the water supply, the 

value of water, of artesian wells, reservoirs, and other details; then takes up each State 

and Territory in order, giving a general description of the condition of agriculture by irii-

gation, and discusses the physical conditions and local peculiarities in each county. 

Fourteenth Annual Report of the United States Geological Survey, 1892-93, in two 

parts; Part II, Accompanying papers, 1894; octavo, 597 pp.

Contains papers on "Potable waters of the eastern United States," by W J McGeej 

"Natural mineral waters of the United States,"by A. C. Peale; " Results of stream meas\irements," by P. H. Newell. Illustrated by maps and diagrams.

IRR 59 (Contiuued on third page of cover.)
DEPARTMENT OF THE INTERIOR

WATER-SUPPLY

IBBIOATION PAPEKS

UNITED STATES GEOLOGICAL SURVEY

. 59

WASHINGTON

GOVERNMENT FEINTING OFFICE 

1902
UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIKECTOB

DEVELOPMENT AND APPLICATION OF WATER 

SAN BERNARDINO, COLTON

AND RIVERSIDE, CAL

F>A:RT

By JOSEPH BARLOW LIPPINCOTT

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1902
CONTENTS.

Letter of transmittal--.-.-..-. . -...--_-.-..-.....-.------.-------.----- 9

General location and topography...___.._-.._....--.--...-.--_--- ..--.-.-- 11

Soil ...............................-..-.............-......-........-. 13

Climate..- ._..--._._. _.-.._._..._.... . - ..................... 14

Crops ___._.._--___._.-------_--.-...-------------.-.-.---.------------.. 18

Water supply -.---.....---......-.-.......----------.---------.-.-.--.--- 20

Small canals near Colton and San Bernardino ............................. 24

Descriptions---.-.----..-------....--------- ---_._---..-.-....._ ...... 24

Discharge measurements ...---...... ....-_---... .....------......-..- 29

Wells..._. ................. r .......... .... ----.. ..................... 38

Artesian wells of the Riverside Water Company....... ............... 41

Martins well ...... ^........................'............ ..^........... 42

Pumping plants ---...-.-...-..----...._-..----.-.-..---.-.-- .-..-....-.. 43

East Riverside Pumping Company, Raynor ranch.. ................... 43

City of Colton pumping plant................ ........................ 43

Pomeroy & Marble wells ..,_-............ - -.........--,.........._. 45

Colton Terrace Orange Land and Water Company......... ............ 45

Bloomington pumping plants ..._..........-- .......... .............. 45

Minor pumping plants.. ........... . _. . ...... _ .-........,--..._. 46

Streams tributary to San Bernardino Valley above and below Slover Mountain.... .. ..-..-.....-....-------..----_----------------..---. .......-_- 47

Riverside district.-..---....!..-.-.----._....-.----.- ....... ............. 59

History....................--.-...--...----.--_.........-.---..-.....-.. 59

Riverside Water Company............................................ 62

Water supply ....^.................,.....^....................... 62

Main canal..................................... ................. 64

Measurement of water. ---......--.,....--.-_-----..............-. 65

Automatic water register....... ............... .................. 65

Sale and distribution of water................................. .... 67

Domestic system...................................... :......... 69

Gage canal system ....--....-......_......... ........................ 70

History........ .................................... ......._. 70

Water supply ............ ........................................ 78

Diverting dam.......-............................_............... 85

Head gates . .............'........................................ 86

Cement lining .................................................. . 88

Capacity --...-..-.-....-.....-,---....---........--.-.-.........- 89

Diversions......_________._._____.__._.__..___.__._....._.___ __.__. 92

East Riverside ............................................... 92

Arlington Heights..--_-..-.-.----.-..-..--.--.--..-....-....- 92

Pipe lines ................................................... 93

San Jacinto Land Company..---.---...-----...--.---.....-... 94

Duty of water .............. ..................._ ................ 94

Cost.... _ ....................... .............................. 95

 Index, note concerning ........... ....................................... 95

5
ILLUSTRATIONS.

Page.

PLATE I. Map of Redlands and San Bernardino . __-.-_-.-,..--..-.-..---- 11 

II. A, General view of framework of screen for protecting orchards

from frost at Riverside; B. Frost screen as seen from beneath._ _ 16

III. A, Navel orange grove at Riverside, San Bernardino Valley; B,

Magnolia avenue, Riverside.--.---...--_. .....-.-.--. ... 18

IV. A, Orange grove, showing method of basin irrigation; B, Canal

of Riverside Water Company near Riverside .... ............^. 20

V. A, Santa Ana River below Rincon; B, Division box of Santa

Ana and Anaheim canals below Rincon .... .................... 22

VI. ^4, Artesian wells of Riverside Water Company; B, Artesian

wells and aerating basin of Riverside Water Company _..,. . - _ 22

VII. .1, Flowing wells of Gage canal system, valley of Santa Ana

River; B. Flume and inverted siphon of Jurupa canal_..__..."_. 28

VIII. ^4, Pumping plant near El Monte; B, Air pumping plant near

Colton...... ..... .-......-_........__-.....--_-- . .- ........... 44

I.. A, Headworks of Riverside canal in Warmsprings Creek; B,

Headworks weir of Riverside Water Company ....-..---..-.--. 62

X. A, Lining Riverside Water Company's canal with cement plaster;

B, Cemented canal of Riverside Water Company- .......... 64

XI. A, Well No. 43 of Gage canal system; B, Method of capping

artesian well of the Gage system.. ... ........ .... .... ..... 70

FIG. 1. Plan of city of Colton pumping plant, showing group of wells operated by one centrifugal pump............ ..... ...... ......... 44

2. Diagram showing relation of rainfall to developed water at Red Hills- 56

3. Plan showing arrangement of head gates of Gage canal....... ... _ 86

4. Section of headworks of Gage canal _ ,..___.._ .-.-..-...--.-_... 87

5. End elevation of measuring weir on Gage canal...........-......_ 87

6. Section of tunnel No. 1, in earth, of Gage canal system ............ 87

7. Section of tunnel in rock on Gage canal system. - ....... ........ 88

8. Plan of bulkhead and orchard lateral connection on Gage canal

system ..-..--......._---..---........ . .. ................... 88

9. Cross section of bulkhead and orchard lateral connection on Gage

canal system.--.--.---.-_- .. .-.. . ............. ... . ....... 89

10. Longitudinal section of bulkhead and orchard lateral connection

on Gage canal system.............................. ............ 89

11. Plan showing junction of canal and flume on Gage canal system ... 90

12. Longitudinal section of canal and flume on Gage canal system ..... 90

13. Section of flume and trestle on Gage canal system ............_.... 91

14. Cross sections of Gage canal.--..... .... ._..--.-..._._.-..__.-._- 91

7
LETTER OF TRANSMITTAL.

DEPARTMENT OF THE INTERIOR, 

UNITED STATES GEOLOGICAL SURVEY,

DIVISION OF HYDROGRAPHY, 

Washington, D. C., June 29, 1901.

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

the development and application of water in southern California, 

prepared by Mr. J. B. Lippincott, resident hydrographer for this Survey in California. This paper describes the general conditions of 

water supply in an important and densely populated agricultural 

area, where water has probably the greatest value for irrigation of 

any part of the United States. The data are of particular interest 

because of the development made during the series of diy years 

which culminated in 1890. Every possible expedient was resorted to 

for economizing or increasing the supply of water; tunnels were 

driven into the hills, dams were built to bed rock in the canyons, 

and wells were dug or drilled throughout the valleys. Almost every 

conceivable device for pumping water has been employed and great 

ingenuity displayed in bringing water to the orchards and more 

valuable crops.

The details of some of the works and wells have been brought 

together by Mr. Lippincott and form an exhibit of results accomplished under conditions where water has great value. The results 

are instructive, as showing what may be done in other parts of the 

United States under favorable conditions of climate and soil, and 

have peculiar interest in any consideration of the extent to which the 

Arid Lands can ultimately be redeemed by irrigation. 

Verjr respectfully,

F. H. NEWELL, 

Hydrographer in Charge. 

Hon. CHARLES D. WALCOTT,

Director United States Geological Survey.
U.S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER No.59.PL.I.

MAP OF

SAN BERNARDINO, REDLANDS9 AND VICINm

Showing location of irrigated Lands

BY J.B. L.IPPINCOTT 

Scale

Contour interval 50 feet 

Datiun is niton? sea. level

APPROXIMATE HYDROGRAPHIC COHTOURS 1900 

fCbntour interval X5 and, 50 fettt

LOCAT10IT OF WELLS 

bind, nfertadescnf>tii>it»1ntaft \ 

waterlcvei iaJune 19OO '

R.U.Goode. Geographer in charge. 

Triangulation byA.P Davis and ATH.Sylvester. 

topography by H.S.Wallace W.S.Post Paul Holman.and W.T.Turner. 

Surveyed in 1893-94-98and 99.

Mft Oft LIN

I!RR IGA;t'

fc_^3*Z ^sie^' -^V.--x v>

JULIUS BIENS CO. LITH. N.Y.
DEVELOPMENT AND APPLICATION OF WATER NEAR SAN 

BERNARDINO, COLTON, AND RIVERSIDE, CAL.

PART I.

By JOSEPH BARLOW LIPPINCOTT.

GENERAL LOCATION AND TOPOGRAPHY.

Owing to the uniformity and mildness of its climate, the grandeur 

and diversity of its scenery, and the great variety and vigor of its 

vegetation when furnished with moisture by irrigation, southern California has become the pleasure ground of the United States. In its 

semitropical valleys, lying between snow-capped mountains and a 

mild sea, art, refinement, and wealth have combined to make beautiful homes. The narrow strip of land lying between the mountains 

and the sea is fast becoming the Riviera of America. San Bernardino 

Valley is its garden, furnishing many varieties of deciduous and semitropical fruits for Eastern and domestic markets. Riverside and 

Redlands are the two principal centers of fruit production.

This valley is protected from the cold winds off the desert on the 

north and east by the Sierra Madre and San Bernardino Range, the 

elevations of the crests of which vary from 5,000 to 10,000 feet. To 

the south and west the valley is inclosed by low mountains, which 

form a secondary coast range, the highest peaks of which are in the 

Temescal Range to the south, the lowest in the San Jose and Puente 

hills to the west. The latter separate San Bernardino Valley from 

San Gabriel Valley and the Santa Ana coastal plain. San Bernardino 

Valley somewhat resembles a right-angled triangle, the apex being at 

the point where Santa Ana River leaves the mountain range, the base 

extending from Corona to Lordsburg, 24 miles distant, the right angle 

being at Corona, and the height 32 miles. The area of the valley is 

563 square miles. The streams enter it from the north and east, coming from the Sierra Madre and the San Bernardino Mountains, with 

the exception of San Timoteo Creek, which discharges about 1 secondfoot in summer, and Temescal Creek, which irrigates 3,600 acres.

The Riverside district is on the south side of the valley and is irrigated from return water, from pumping plants, and from artesian

11
12 WATER IN SOUTHEEN CALIFOENIA, PAET I. [NO.59.

wells. The city of San Bernardino and its surrounding neighborhood are similarly supplied, supplemented also by Lytle Creek. 

Corona is irrigated from Temescal Creek and from local wells, supplemented by a pumping plant and pipe line from the water-bearing 

lands of San Jacinto Valley. All of the remaining orchards and 

gardens of San Bernardino Valley are on the northern and eastern 

edge of the valley and are supplied from local mountain drainage 

basins.

During years of average stream flow the duty of water for citrus 

fruits may be taken at from 5 to 8 acres to the miners' inch (0.02 secondfoot), continuous flow, when good service is rendered, and double that 

area when used for deciduous trees.

All of the streams issuing from the north side of the valley have 

assisted in building up a bench-like mesa of debris cones of granite 

material, which varies in elevation from 800 to 1,200 feet above the 

thalweg of the valley. The northern rim of the valley at the foothills is at an elevation about 2,000 feet above sea level and the southern rim at an elevation of approximately 1,200 feet. On the southern 

side of the valley the mesa which lies next to the foothills is formed 

to a large extent from disintegrated granite mingled with red clays 

from San Timoteo Canyon and adjoining hills. Upon this bench are 

Riverside and Redlands, and it is from the red soil that the latter 

district derives its name. The Riverside bench is from 100 to 300 feet 

above the river bed and from 850 to 1,000 feet above sea level. It is 

20 miles long and about 5 miles wide.

Water is the life blood of the land. Without it there can be no 

substantial growth, except occasional crops of grain, and this region 

would become a semidesert. We therefore find (see map, PL I) the 

towns and orchards clustered around the mountain edges, the canyons from which the streams issue, or in the lower depressions of 

the valley toward which the underground and return water from 

irrigation gravitate, to appear again for use on the surface, as at 

. Colton and Rincon. The intermediate lands remain mostly unused 

and uncultivated, a few cattle to the section or an occasional crop of 

grain being all they will support. The highly productive portion of 

the valley is limited by the amount of water that is available for 

irrigation. All of the summer and much of the normal winter flow 

of the streams has now been appropriated and diverted, and it would 

seem that the valley had reached its limit of irrigated land from 

that source. However, in the lower valley lands the extensive saturated gravel beds will be drawn upon to supplement the surface 

supply, especially during dry years. The precipitation occurs almost 

entirely between November and April, and in normal years varies 

from 10 inches in the valley to 50 inches on high mountains. The 

minimum is as low as 33 per cent and the maximum as high as 200 

per cent of the mean. The discharge of the streams is relatively large
LIPPINCOTT.] SOIL. 13

in winter and low in summer. The increase of the summer water 

supply is dependent upon the construction of reservoirs in the mountains, to store the winter storm water, or upon the development of 

water by wells or excavations in the valley lands.

The map accompanying this report (PL I) shows, by shaded areas, 

the land actually under irrigation and supplied or partially supplied 

with water during the summer of 1900. No effort has been made to 

distinguish between good and poor water supplies. The irrigated areas 

were determined by actual field observations, those in the Redlands 

quadrangle by Mr. Louis Mesmer, and those in the San Bernardino 

quadrangle by Mr. C. J. Roney, both of Los Angeles. The various 

irrigation canals and the principal distribution lines are also indicated on the map, as well as the locations of the power plants on Santa 

Ana River and Mill Creek, the approximate location of the water 

plane for the summer of 1900, and the locations of the wells. The 

numbers on the map correspond with the numbers of the wells in the 

table on pages 115 to 134 (Part II). Where isolated wells occur and 

the information is not sufficient to contour the water plane, its elevation is given (black figures) on the map.

SOIL.

The soil of the valley is of two distinct classes, the bench or deltalike lands around the rim of the valley and the moist bottom lands. 

The former merge from mere piles of rocky bowlders and sand containing little humus or soluble matter but which are capable of growing orchards, to sandy loams such as are found around Riverside. 

They are very deep and apparently of the same chemical composition 

in the lower strata as at the surface. They are warm and porous, and 

on such surface gradients that they are well drained, so that there is 

no danger to either the crops or the health of the cultivator from a 

rising and stagnant water plane with its accompanying alkali. Prof. 

E. W. Hilgard, professor of agriculture at the University of California, furnishes the following analyses of the Riverside soil and 

subsoil:

Analyses of soil and subsoil at Riverside.

Soda.........................

Brown oxide manganese ....

Soil, 

depth 12 

inches.

Per cent. 

20.000

80.000

76.410

8.204

.869

.293

1.568

1.335

.040 

4.200

Subsoil, 

depth 9 

to 10 feet.

Per cent, 

23.000

77.000

75.445

.928

.360

1.727

1.581

.041

5.338

Total ........... .......

Hygroscopic moisture abSoil, 

depth 12 

inches.

Per cent, 

5.296

.141

001

1.600

99 947

20.000

64.000

.015

1.77

Subsoil, 

depth 9 

to 10 feet.

Per cent. 

5.078

.159 nni

1.440

100. 172

2.160
14 WATEE IN SOUTHERN CALIFORNIA, PART I. [NO.59.

In the lower portions of the valley, where the water conies to the 

surface, the land is moist enough for cultivation without irrigation. 

Fields of alfalfa are thus grown around San Bernardino, Colton, and 

Rincon, and it is upon laud of this character that the Chino beets are 

raised. Where the subdrainage is poor the continuous evaporation 

from the surface of the soil of water that is but slightly charged with 

sodium, carbonate, and sulphate will ultimately produce an alkali 

soil. This has occurred frequently in these localities. It is claimed, 

however, that the sugar beet will thrive on land somewhat alkaline, 

and this is said to have been demonstrated at Chino. In these bottom 

lands some adobe is found, but it does not cover extensive areas. The 

remedy for this alkali condition will probably be found in drainage 

and in the use of gypsum.

CLIMATE.

It has been said of southern California that every township has a 

distinct climate. It lias taken years of time and the expenditure of 

thousands of dollars to determine the frost line. There is no protracted cold weather in San Beruardino Valley. A temperature of 26° 

F. maintained for several hours will freeze and ruin an orange or 

lemon crop, a temperature of 18° will kill young trees, and a temperature of 14° maintained over night is sufficient to kill old trees. These 

low temperatures are reached only during the night. The isotherms 

follow topographic contours within certain limits. The frost and cold 

settle into the relatively low lands, but other local conditions tend to 

modify this physical phenomenon.

The air over the desert east of the mountains is raised to a relatively high temperature during the daytime and is forced upward. 

In the citrus belts frost usually occurs when a high barometric pressure exists over the desert, producing winds away from that locality. 

The air currents that are forced over the higher mountains are 

chilled and frost is found along the depressions of the canyons leading from their crests, while the drafts of desert air passing through 

the low passes are warmer. The areas affected by frost vary from 

year to year and no exact isotherms can be drawn for all years. After 

entering the valley the cold air, being relatively heavier, gravitates 

to the lower levels. The north wind from the Cajon Pass, which protects Rialto, Riverside, and Bloornington, seems to force the colder 

air which gravitates toward the lower portions of the valley around 

Colton into the extreme lower portion of Santa Ana Valley.

Up to elevations of 2,000 feet the relatively high lands are free from 

frosts and the relatively low lands are subject to it. For instance, in 

the Del Rosa and West Highlands districts the lands south of the 

track of the Southern California Railroad are considered unsafe for 

oranges while those above it are relatively free from frost. The
UPPINCOTT.] CLIMATE. 15

neighborhood of the town of San Bernardino has been largely abandoned as a citrus district and converted into dairy, vegetable, and 

deciduous-fruit farms. This determination of the frost line is a subject of vital importance to those intending to cultivate citrus fruits, 

and can not be studied with too much care. After orchards have 

been developed it has often been found that they are not within the 

thermal belt, and vigorous efforts have been made to remedy the evil. 

Thermometers which ring alarms when the mercury drops below 32° 

have been constructed and placed in the orchards. A common practice is to burn brush or coke, or otherwise produce a smoke, so as to 

raise the temperature a few degrees and prevent freezing. Wind, if 

there be any, tends to mitigate the frost. In some localities ignited 

jets of crude oil or distillate, 15 to the acre, have been tried and have 

raised the local temperature 3°, but even this is uncertain, for the 

wind blows away the warmer air and the burning oil smuts the trees. 

When this method is adopted oil tanks are placed in the orchard and 

distribution pipes are laid to the jets throughout the groves. A unit 

of water in freezing gives off sufficient latent heat to raise the temperature of an equal unit of water 142° F. In order to use the latent 

heat thrown off in freezing, Mr. A. J. Everett, of Riverside, tried discharging sprays of water above the trees when the temperature of the 

atmosphere fell below 32°. The result, however, was a failure, the 

trees becoming coated with ice and the limbs being broken, with no 

resultant'benefit.

The most successful efforts in the protection of orchards from frosts 

have been those of Mr. Everett, who covered 15 acres of orchard with 

lath fencing, half the space being open, as shown in PL II. The day 

temperature under the screen is found to be as high as that outside. 

The theory is to hold the day temperature of the earth under the 

screen as long as possible at night, or in other words to impede radiation. The shade afforded by the screen also tends to prevent rapid 

thawing of the fruit and the expansion of the liquid in the fruit cells 

at sunrise, which bursts the cells and spoils the fruit. Without fires 

under the screen the night temperature is held 6° above that of the 

outside atmosphere. In one instance, with an outside temperature of 

19° and with ten coke fires to the acre distributed under the screen 

in wire pots holding about 1 cubic foot each, the temperature under 

the screen was kept at 29° during the night, and it is said that it 

could have been kept at 32° except for carelessness. In the fall of 

1897, 75 trees in the coldest portion of an orchard were covered and 

the crop was saved. Part of the trees were covered with canvas over 

the lath and part with lath only, the results being equally beneficial. Outside the screen both crop and trees were frozen and in 

some instances the trees were killed. Inside the screen the St. Michael 

oranges, the most delicate, were saved. The crop, however, does not 

ripen as quickly under the screen as outside. With lumber at $20 a
16 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

thousand the cost of building the screen is approximately $425 to the 

acre. The uprights are 3 inches by 4 inches by 15 feet high, and are 

set 21.2 feet apart. The top members are two 1-inch by 4-inch boards 

edged in T shape. The top of the screen is of lath commonly used 

for chicken-yard fences, openings the width of the lath being left 

between them. The high cost of this cover has prevented its being 

generally used.

A more even temperature exists nearer the seacoast than in San 

Bernardino Valley, and for winter vegetables and deciduous fruits 

that may be the better location, but not for citrus fruits. In the interior valley the temperature during the summer rises from 30° to 40° 

higher than on the coast, and high temperatures are necessary for the 

production of a sweet fruit. The cooler coast temperatures and fogs 

also tend to cause the citrus fruits to grow a thick-skinned, pulpycelled lining. The higher temperatures are also unfavorable to the 

scale pest, which is the insect enemy to citrus fruits. The black scale 

exudes a sticky substance, which falling on the leaves and fruit 

retains the dust and gives the trees and fruit a dirty appearance. In 

the interior valleys the scale is not found. Generally speaking, in 

southern California the best citrus fruit is grown 30 or more miles 

from the coast, on the western slope of the mountains, and at elevations from 600 to 1,800 feet above sea. The conditions mentioned 

have greatly restricted the area where citrus fruits can be grown at a 

profit, and this area may be said to be decreasing rather than increasing. The general development of the country and improved transportation facilities are tending to enhance the value of really first-class 

citrus lands. It must be remembered that the determination of the 

frost line has been a slow process, but it is gradually being located, 

and the newer groves are planted in more propitious places. The 

groves located within the frost belt are chiefly old seedlings, now in 

full bearing, so that the loss from freezing is relatively much larger 

now than it will be ten years hence, for the old orchard lands that 

have been found frosty will be put into different crops or their water 

rights be transferred to other and better located lands. It is safe to 

say that throughout San Bernardino Valley much more land will be 

found adapted to this class of horticulture than the water supply will 

serve.

From the following tables of rainfall and temperature it will be 

seen that during the summer, or growing season, there is an absence 

of rain. In fact, from April 1 to November 1 there is practically continuous sunshine. The atmosphere also is very dry. These two conditions produce a rapid plant growth when water is abundantly supplied by irrigation. Vegetation develops with much greater rapidity 

under these conditions than at similar latitudes in the Eastern States.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. II

A. GENERAL VIEW OF FRAMEWORK OF SCREEN FOR PROTECTING ORCHARDS 

FROM FROST AT RIVERSIDE.

B. FROST SCREEN AS SEEN FROM BENEATH.
LIPPINCOTT.] CLIMATE. 17

Table of temperatures, in degrees Fahrenheit, at Riverside.'-

Year.

1890...........

1891, mean .... 

1892, mean.... 

1893, mean .... 

1894, mean .... 

1895, mean .... 

1896...........

1897...........

1898...........

1899........... 

1900...........

Year.

1890. .........

1891, mean .... 

1892, mean .... 

1893, mean ..-. 

1894, mean .... 

1895, mean .... 

1896....... ...

1897 ..... ......

1898...........

1899 ...........

1900...........

Jan.

a 

I

1

66 

4&

K 

52 

4? 

4£ 

Si. 47 

75 

83 

a5 

69

'3 i

§

26 

.3 

.4 

.5 

.3 

.8 

41.67

as

30 

40 

45

July.

5

3

5'M 

cs

8

109 78 7;

74 

7E 

74 

91.65 

103 

108 

103

a

1 . 

s §

50 

2

ll 

.8 

.2 

.8 

76.02 

50 

52 

49

Feb.

a 

1

i s

82 

48 

5S5r

48

sr

71.81 

76 

86 

86 

73

a

s

'3 

§

28 

.0 

.8 

.4 

.4 

.8 

43.22 

31 

36 

28 

42

Aug.

as

a

i

s

105 

77 1'. 

7< 

74 

7E 

89.60 

108 

111 

103

a

s

'3 a

§

52 

.8 

.3 

.7 

.4 

.2 

57.90 

52 

51 

49

Mar.

a 

a

xcS 

S

83 

51

56 

51 

54 

56 

70. 10 

80 

83 

88 

75

a

s

a

a 

S

32 

.8 

.6 

.5 

.2 

.7 

46.10

»wO

31 

32

47

Sept.

a 

a

1s 

104

7C 

7C 

6E 

71 

71 

87.64 

100 

112 

107

a 

13 

§

49 

.0

.4 

.5 

.6 

.6 

54.58 

46 

47 

52

Apr.

a

s

a

M cS

S

93 

57 

5S 

6C 

6(1

er

69.20 

93 

104 

96 

69. 59

as

a

a 

§

36 

.8 

.8 

.7 

.3 

.6 

41.70 

36 

36 

36 

43.37

Oct.

a 

|

1

97 

6C 

6£ 

62 

64 

66 

83.03 

84 

100 

94

a

s

'3 a

3

38 

.6 

.0 

.0 

.8 

.0 

52.23 

42 

41 

40

May.

a 

1

l 

x

96 

6(J 

64 

64 

62 

67 

79.75 

93 

73.3 

90

a 

8

a 

§

38 

.3 .

.9 

.9 

.4 

.7 

50.37 

44 

47.6 

38

Nov.

a

a

s

95 &

5S 

54

61 

56 

70.03 

89 

93 

84

a

s

.1'3 

§

36

.4 

.5 

.0 

.5 

.6 

54. 57 

35 

36 

38

June.

a 

a

I

108 

6? 

68 

7C 

ft£ 

71 

90.39 

100 

99 

102,

a

s

a

a 

§

44 

.6 

.2 

.8 

.8 

.4 

56.40 

48 

46 

. 46

Dec.

a 

 H1

X

cS 

S

78 

48 

51 

54 

K 

51 

68.57 

86 

80 

84

a

3

'3a

i

34 

.3 

.0 

.0 

,.2 

.4 

43.47 

27 

31 

35

8 Authority, Weather Bureau. 

Record of precipitation, in inches, at Riverside.

Year.

1880-81. ............

1881-82.............

1882-83.............

1883-84.............

1884-85. .........

1885-86.............

1886 87.............

1887-88... ....... ...

1888-89,. ...........

1889 90.. ...........

1890-91.............

1891-92.. ........ ...

1892-93.. ...........

1893-94.............

1894-95.............

1895-96. ............

1896-97. ........ ....

1897-98.............

1898-99. ............

1899-1900.... .......

Sept.

0.00

.10

.00

.00

.00

.00

00

.00

.00

.09

.79

.13

.00

1.27

.20

.00

.00

.09

.03

.00

Oct.

0.00

.40

.13

.97

12

.02

.00

.75

.00

1.35

.13

.03

.29

1.08

.05

.00

2.07

1.67

.00

1.05

Nov.

0.20

25

.29

.00

12

1.34

KA

.87

2.83

1 82

.32

.00

.28

.67

.00

1 25

1.48

.02

.00

.68

Dec.

2 26

.40

.20

2.25

3.56

.62

.04

.85

3.37

7.10

3.21

1.29

.94

2.05

5 22

,?A

.92

.95

.62

.58

Jan.

0 48

1.70

.09

.84

.77

2.68

.13

4.17

.87

4.44

.13

.00

3.01

.69

6.48

1 72

3.38

1.41

1.81

1.11

Feb.

0.25

1.40

.83

7.94

00

1.38

3.30

1.05

1.30

1 96

6.36

2.60

1.95

.33

1.09

1.00

3.07

.16

.52

.00

Mar.

1 30

1.08

.89

6.56

.01

1.95

.02

3.84

5.10

.60

.40

1.07

5.71

.70

2.54

3.16

1.62

.63

1.13

1.11

Apr.

0.74

.72

.26

1.67

2.15

1.43

1.70

.18

1.83

.06

1.04

.00

.29

.00

.29

.56

.03

24

.10

1.32

May.

0.03

.08

25

1.99

.24

.00

.17

.05

.25

.09

.46

1.32

.04

.00

.26

.58

.03

.30

.08

1.04

June.

0.00

.18

.00

.52

.00

.00

03

.00

' .00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.53

.00

July.

0.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.33

.00

.00

.01

.00

.00

.00

.00

Aug.

0.00

.00

.00

»3.00

.00

.00

.00

.00

.00

.05

.00

.00

.00

.26

.00

.03

.04

.00

.00

.00

Total.

5.26

6.31

2.94

25.74

5.97

9.42

5.92

11.75

15.55

18.26

12.84

6.44

12.79

7.05

16.13

7.54

12.64

5.46

5.00

6.89

10.00

"Hail.

IRR 59 02 2
18 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59. 

Record of precipitation, in inches, at jSan Bernardino.

Year.

1885-86.. ...........

1886-87.............

1887-88. ......... ...

1888-89.. ...........

J889-90..... ........

1890-91.. ........._

1891-92.............

1892-93... ....... ...

1893-94..............

1894-95............

1895-96.. ...........

1896-97. ............

1897-98 .....

1898-99. ........ ....

1899-1900...........

Sept.

0.00

00

.09

00 .11

.88

.93

.00

.05

.37

.00

00

.13

00

.01

Oct.

0.39

00

1.17

.05

2.30

.58

T.

.16

1.05

.15

.00

2.10

2.10

.03

.81

Nov.

4.36

.11

2 29

4 12

2 23

1 27

T.

1 03

.30

.00

1.14

.98

.21

05

1.47

Dec.

1.20

.61

1.91

4 64

10. 85

3.02

1.67

2 23

2 28

7 25

.66

1.09

.57

.44

.84

Jan.

6.34

.39

4.01

Q3

5 14

00

3.24

4.53

1.2(5

7.39

2.0?

3.40

2.10

2.03

.93

Feb.

2 52

ft \\

3.60 1 sn

2 52

7.78

3.30

5.37

.88

1.14

.00

5.40

.60

.00

Mar.

4.18

4.41

3.41

ft <iS

.89

.06

1.75

8.00

1.15

3.44

2.92

3.41

.97

3.22

.12

Apr.

2.36

1.90

.58

2.05

00

.53

.37

.48

.40

.64

.37

.08

.48

.07

.02

May.

0.32

.43

52

1.13

.31

1.67

2.10

.03

.56

.44

1.00

.01

1.08

.19

.00

June.

0.16

22

.03

.00

.00

.00

.08

.00

.00

.00

.00

.00

.00

.95

.00

July.

0.00 .11

.00

.17

.13

00

.00

.20

00

.00

T.

T.

.00

00

.50

Aug.

0.00

.04

.00

.63

2.16

.91

.00

.00

.16

.00

.17

.00

.00

T.

.00

Total.

2J.83

14.50

17.76

20.97

25.45

18.08

14.35

19.82

8.13

20.98

8.11

16.74

8.24

7.49

4.69

15.14

Record of precipitation, in inches, at Colton.

Year.

1885-86

1886-87.............

1887-88.. ...........

1888-89 .....

1889-90.. . ..........

1890-91. ........... .

Mil-92.............

1892-93 ............

1^93-94........ ....

1894-95.............

1895-96.............

1896-97. ............

1897-98.............

1898-99.............

1899-1900... ........

Sept.

0.00

00

00

00

04

.67

00

00

00

.45

.00

(?)

00

.00

.00

Oct.

0.00

00

 oom

1.59

00

.00

1.18

.15

00 2 98

2 20

T.

.00

Nov.

1.92

.80

.70

2.37

1.26

.19

00

.90

22

00

1.16

.94

<&

T.

1.96

Dec.

0.53

.00

.80

3 Oft

7.41

2.45

.87

1 45

1.93

<; 7fi

.00

1.11

.30

.45

.55

Jan.

2.78

21

1.43

.86

QJ.

00

3 27

9 40

.20

2.88

.10

3.52

1 48

1.57

1.06

Feb.

0.40

3.64

?, 15

.88

1 15

6.48

3 36

J5 91

55

i no

00

3 96

23

.45

.00

Mar.

3.54

.00

3.68

4.47

Kf\

95

80

6.64

3.00

9 Q4.

2.91

2.70

.80

1.55

Apr.

0.50

1.94

43

1.03

.00

.80

24

.16

.10

1 08

25

.00

.10

.00

May.

0.00

T.

00

.60

00

,90

1 /H

00

.50

1.05

.38

.15

.34

.00

June.

0.00

.00

00

.00

.00

.00

00

.00

.00

.00

.00

.85

00

T.

July.

0.00

.00

00

00

00

00

00

.30

00

00

.00

.00

00

.00

Aug.

0.00

.00

00

T.

.06

.00

00

.00

.00

00

.10

.00

00

.00

Total.

9.66

6.59

9.19

13.46

14.95

11.74

8.98

14.76

6.68

20.26

5.90

15.51

5.45

4.02

10.51

T indicates trace. 

CROPS.

The distinctive crop of San Bernardino Valley is citrus fruits. 

Oranges predominate, followed next by lemons, and of late years the 

grape fruit has become a popular product. The favorite variety of 

orange is the navel, a seedless fruit which has been highly developed 

at Riverside. Other varieties are the Mediterranean Sweet, the St. 

Michael, and the Malta Blood. These all are budded fruits on seedling roots. PL III, A, shows a bearing grove of navel oranges at 

Riverside. The seedling orange that was at first planted extensively 

is not now popular. Its value is less than half that of the budded 

fruit. The seedling tree is larger and longer lived than the budded 

varieties, but the fruit is not so sweet nor so highly flavored. The 

Eureka and Lisbon are the favorite varieties of lemon. The orange 

trees bloom in March and the crop ripens from December 1 to May 1. 

Some varieties of lemon trees are constantly ripening fruit, a heavier 

crop being borne in the winter. Olives, almonds, prunes, apricots, 

peaches, pears, and wine, raisin, and table grapes are all grown in this
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. Ill

A. NAVEL ORANGE GROVE AT RIVERSIDE, SAN BERNARDINO VALLEY.

B MAGNOLIA AVENUE, RIVERSIDE.
LIPPINCOTT.] CROPS. 19

district to perfection and in large quantities. Generally speaking, these 

are planted where the frost line debars the growth of citrus fruits. The 

citrus trees being constantly in fruit or blossom require more water 

than deciduous trees; therefore where the water supply is limited 

deciduous fruits are the more popular crop.

In the moist lands of the river bottoms near San Bernardino dairy 

farming is generally practiced, the products being disposed of to the 

orchardists and the local towns. In the moist lands near the lower 

narrows of the river beets are grown without irrigation, and at Chino 

there is a beet-sugar factory. The beets grown here contain from 16 

to 18 per cent of saccharine matter, which is very high compared with 

those grown in Eastern localities.

An interesting feature of this district is the care that is taken 

of the orchards. No weeds are permitted to grow, and the lands are 

evenly sloped to true grades. Efforts are made to carry out artistic 

and neat effects in the homes, the streets, the canals, and the groves, 

as will be seen in Pis. Ill, B, and IV.

In the eleven years prior to 1898 Riverside shipped nearly 7,000,000 

boxes of oranges, which at fair figures means an average income of 

$1,000,000 a year. With the present condition of the orchards an 

income twice as large may fairly be expected. There were 4,000 carloads of citrus fruits shipped from Riverside during the season of 

1897-98. The annual yield there in 1899 is said to be about one-third 

of the entire output of the State. Navel oranges during the last ten 

years (1890-1900) have averaged at Riverside $1.50 a box, a and Mediterranean Sweets $1.25 to $1.50 a box; Malta Bloods and St. Michaels have 

brought somewhat higher prices. The production of the lemon has 

not been very popular in the past, as the method of curing it was 

not well understood. This problem has now been mastered, however, 

and the well-cured California lemon ranks with the best Sicilian product. The United States imports $5,000,000 worth of lemons yearly, 

and California is after the market. Lemons are worth about $1 a box, 

and the yield of trees fifteen years old is from five to eight boxes each.

It is difficult to say what the profits of citrus fruit culture are. It 

is a question of the survival of the fittest. The man whose crop is 

frozen every third year, or who has but half a water supply in dry 

years, or whose trees are of a low grade, is not among the fittest. For 

financial success these conditions must be relatively perfect. With 

these conditions satisfactory he should average 10 per cent net on his 

investment at the end of fifteen years. In the past, when prices 

were higher and competition less severe, there doubtless have been 

many cases where as much as $500 or $1,000 per acre per season has 

been produced from an orchard, and it is possible that these figures 

may again be reached, but they are not a proper basis for estimates. 

It costs in the neighborhood of $900 an acre to get a citrus orchard in 

bearing condition, including land, water, and interest on the invest-

» Prices are f. o. b. cars.
20 WATEK IN SOUTHERN CALIFORNIA, PAKT I. [No.59.

ment. Under favorable conditions a ten-year-old orchard should produce $200 gross and $100 net per acre. Almost without exception the 

policy of living in the Eastern States and paying kind friends or 

parental corporations to attend to an orchard results in the loss of 

money and mutual respect. Under the best conditions it takes five 

or more years of hard, patient, and intelligent work to get an orange 

orchard on a paying basis. It is not a poor man's business. When 

success comes it is ah ideal life to spend one's days among the golden 

fruit in a pleasant land. It is a country life surrounded by cultivated 

neighbors and with most of the conveniences of the city.

In the Eleventh Census (1890), under Agriculture by Irrigation, 

page 33, is the following statement:

In average value on June 1st, 1890, of farm land irrigated, $150 per acre, California leads the list, Utah coming second, with $84.25 per acre. This figure 

exhibits perhaps better than any other the extraordinary values of land in California arising from its utilization for orchards and vineyards. The value of these 

ranges from $300 to $500 and upward per acre, thus greatly raising the average 

value of irrigated land, which of course also includes the great areas devoted to 

the raising of hay crops. The same fact is exhibited, though perhaps not as 

clearly, in the high average value of products per acre in 1889 and in the large 

average first cost of water rights, $12.95 per acre, and average value of these in 

1890, $39.28 per acre, a high cost and value being justified by the enormous profits 

resulting from successful fruit culture. In short, it may be said that the conditions in California, although by no means perfect, have produced such results that 

they have served to stimulate development in all parts of western United States. 

Much is still to be accomplished by the subdivision of the great irrigated holdings, 

this state standing first in the aggregate area and average size of irrigated holdings of over 160 acres in area. These, although embracing 61.88 per cent of the 

total area irrigated are not of as great relative importance as in Nevada and Wyoming, where the large farms are devoted mainly to the forage crops.

What is true of the State as a whole is doubly true of San Bernardino Valley. There irrigation and horticulture have probably reached 

higher planes of development than in any other irrigation district.

During the season of 1900-1901 southern California shipped 7,664,626 

boxes of oranges and 908,856 boxes of lemons, worth to the growers 

$5,750,000.

PI. IV, A, is a view of an orange grove in San Bernardino, showing a method of irrigating by throwing up the earth so as to construct 

around each tree a basin in which water is turned and allowed to 

stand until absorbed. PL IV, B, shows an irrigation canal of the 

Riverside Water Company near Riverside.

WATER SUPPLY.

The rain clouds from the Pacific Ocean, passing in large part over 

the lower intervening foothills and valleys, are condensed on being 

forced up and oyer the high crest of the Sierra Madre and the San 

Bernardino Mountains, which are from 6,000 to 11,000 feet in elevation.

The precipitation in the mountains occurring in the winter months
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. IV

A. ORANGE GROVE, SHOWING METHOD OF BASIN IRRIGATION.

S. CANAL OF RIVERSIDE WATER COMPANY NEAR RIVERSIDE.
LIPPINCOTT.] WATER SUPPLY. 21

is largely in the form of snow, part of which does not melt until the 

spring months, thus maintaining the flow of the streams up to the 

first of May at a relatively large volume. Occasional thunderstorms 

visit the higher mountains in the summer. They are very violent 

and cause a sudden rise of the streams, which is not maintained. 

The rainfall of the valleys is about 15 inches annually, occurring in 

nongrowing months, there being little or no precipitation from April 

1 to November 1. The grades of the drainage lines in the mountains 

are very steep, affording little opportunity for storage reservoirs. 

This is particularly unfortunate, as more than three-fifths of the 

stream flow occurs during the winter months. The Bear Valley 

reservoir is the one exception. It has a capacity at the 60-foot contour of 40,476 acre-feet, or 5,590 miners' inches (111.8 second-feet), 

flowing for six months. This water is taken to the Redlands and 

Highlands districts. The works are described in the Nineteenth 

Annual Report of the United States Geological Survey, Part IV, pages 

584 to 598.

With the exception of San Timoteo and Temescal creeks all of the 

valley streams rise in the Sierra Madre and supply more than 90 

per cent of the water used in the valley. There are threo classes 

of water supply available, viz, surface streams, underground water, 

and water held in storage reservoirs. The principal stream of southern California is Santa Ana River. From the mouth of its mountain 

canyon to a point 4 miles east of Colton it has a grade of 100 feet to 

the mile, while below that point, to the lower narrows, the grade is 

but 27 feet to the mile. City Creek has a grade for the first 5 miles 

below its canyon of 100 feet to the mile, Lytle Creek a grade of 150 

feet, and San Antonio, and Cucamonga creeks a grade of 200 feet. 

The grades of these streams are still heavier in their granitic mountain canyons, and during flood stages they have carried down masses 

of sand and bowlders and built delta-like benches or mesas far out 

into the center of the valley, the finer material being conveyed farthest. 

In this way the valley has been filled to a depth of several hundred 

feet. In their course over these .deltas the winter floods largely 

disappear in the detritus near the rim and penetrate in part under 

these layers of clay, thus forming reservoirs of ground water of 

unknown but great capacity. The water diverted for irrigation at the 

mouths of the canyons is also distributed upon porous soils, on steep 

grades, and with other underground bodies of water gravitates on the 

heavy prevailing slopes toward the center of the valley. One and a 

half miles northeast of Colton is an outcropping of clay known as 

Blinker Hill. This is a point on a low clay ridge bearing approximately S. 40° E., connecting with the foothills on the south side of 

the valley east of and near the mouth of Reche Canyon and extending northwest along the west bank of Lytle Creek. This ridge is the 

lower limit of the upper Santa Ana artesian belt. It also serves to
22 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

force to the surface the return waters from irrigation that are flowing 

or percolating westward above the clay cap. Six-sevenths of the water 

of Riverside is obtained from underground sources above this range 

of clay hills. This ridge was probably formed by the folding of the 

floor of the valley.

A somewhat similar condition is repeated south of Chino, at Rincon, 

where Santa Ana River has cut its way through the lower Coast 

Range. At this point the underground waters from Cucamonga, San 

Antonio, and Temescal creeks as well as the return waters from 

irrigation near Pomona, Ontario, Corona, and Riverside are forced to 

the surface, creating wet lands and rendering a water supply available for Anaheini, Santa Ana, and Fullerton. Beyond these lower 

narrows there is an open plain to the sea, and the Santa Ana makes 

no further reappearance, except in an artesian district below the 100- 

foot contour. A view of the river below Rincon is shown in PL V, A, 

and a view of "the division box of the Santa Ana and Anaheim canals, 

which divert water from the river below Rincon, in PL V, B.

This artesian and percolating water yields a very uniform flow. The 

development works near Colton and San Bernardino draw from this 

reservoir as a spigot draws from a tank. The flow is relatively uniform, and the tank is filled by winter floods and by seepage. The 

greater portion of the hydrostatic pressure is exhausted in overcoming 

the large amount of friction expended by the water in passing through 

the sand, and its flow comes largely under the law of hydraulics. 

The capping or uncapping of numerous wells in a neighborhood has 

little immediate effect on the flow of any well until the full discharge capacity of the underground conduit is approached. When 

that occurs the water in all of the wells is- lowered and pumping 

must be resorted to. PL VI (A and B) shows a group of artesian 

wells of the Riverside Water Company near Colton, in the Santa Ana 

River bottoms. In the foreground of PL VI, B, is shown an aerating 

basin. *

The velocity of underground flow is extremely difficult to compute. 

It has been discussed at length by Professor King and Professor 

Slichter, of Madison, Wis., a and by Prof. L. Gr. Carpenter, of Fort 

Collins, Colo. b A great deal depends upon the size of the particles 

composing the soil and the way in which they are mixed. Cobbles, 

coarse sand, and sandy soil mixed in equal parts is more impervious 

than any one of the materials singly. Water percolating under 

ground for long periods often establishes underground channels from 

an eighth of an inch to 10 inches in diameter, then ceases to percolate 

and begins to flow through them. These conditions tend to confuse, 

because most of the formulas that have been presented are based on 

soil grains of distinct sizes.

* Nineteenth Ann. Kept. U. S. Geol. Survey, Pt. II.

b Bulletin No. 33 of Colorado experiment station, Port Collins, Colo.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. V

A SANTA ANA RIVER BELOW RINCON.

.B. DIVISION BOX OF SANTA ANA AND ANAHEIM CANALS BELOW RINCON.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 69 PL. VI

A. ARTESIAN WELLS OF RIVERSIDE WATER COMPANY.

B. ARTESIAN WELLS AND AERATING BASIN OF RIVERSIDE WATER COMPANY.
LIPPINCOTT.] WATEB SUPPLY. 23

The flat valley area above Colton comprises 132 square miles, and 

it is reasonable to estimate that 100 square miles of this consists of 

gravel deposits eroded from the mountains. These gravels are of 

unknown but great depths. Numerous wells have been put down to 

a depth of 900 feet, and the writer does not know of bed rock being 

encountered. If this gravel bed is considered to have an average 

depth of 300 feet and the voids or interstices therein are taken at 33 

per cent, the aggregate storage capacity would be 6,400,000 acre-feet. 

It is believed to be greater instead of less than this amount. As the 

water plane is drawn down throughout this mass its capacity to absorb 

subsequent floods at its rim, where the mountain streams debouch, is 

increased. It is a great regulating reservoir, sufficient in capacity to 

carry the irrigation communities through cycles of dry years, to be 

recharged during those of copious rainfall. The observations of the 

elevation of this water plane will be of value in making comparisons 

at a later date to determine whether the present rate of withdrawal 

is permanently lowering it or if in wet years the rainfall is sufficient to 

recharge the reservoir and restore it to its former level. This subject 

is of vital interest to the irrigators of the valley. From data now 

available a continuous withdrawal of 140 second-feet is believed to be 

reasonably safe.

The water of Warm Creek and of the artesian wells of the Gage 

system has been analyzed by Prof. E. W. Hilgard, of the University 

of California, with the following results:

Analyses of waters from artesian wells of the Gage system and from Warm Creek.

[Composition in 10,000 parts.]

Total residue .....

Sodium chloride

Sodium sulphate 

(glauber salt)... 

Sodium carbonate

Potassium s u 1 -

Insoluble after 

evaporation. .... 

Calcium sulphate.

Artesian wells.

Group D, 

No. 5.

Per ct. 

1.911 

.418

.063 

.193 

.103 

.060 

1.493

Group A. 

No. a.

Per ct. 

2.266 

.418

.091 

.313 

.031 

.068

1.778 

.078

Warm 

Creek 

at mill.

Per ct. 

2.604 

1.119

.257 

.582 

.200 

.080

1.485 

.146

Calcium carbonMagnesium carSilica.-.-... - 

Summary, in 

grains per gallon: 

Total residue.. 

Soluble part... 

Insoluble after 

evaporation . .

Artesian wells.

Group D, 

Uo.l

Per ct. 

1.017

.233 

.244

11.16 

2.44

8.72

Group A, 

No. 2.

Per ct. 

1.212

.249 

.239

13.23 

2.84

10.38

Warm 

Creek 

at mill.

Per ct. 

0.762

.253 

.324

15.21 

6.53

9.67

In total solids this water compares favorably with that of Los 

Angeles and Kern rivers, and is much purer than the water of the 

coast streams. It carries large quantities of potash salts, and not 

enough calcium carbonate to injure the well-drained lands of the 

Riverside mesa.
24 WATER IN SOUTHERN CALIFORNIA, PART I. - [NO.59.

SMALL CANALS NEAR COLTON AND SAN BERNARDINO.*

DESCRIPTIONS.

Haws & Talmage ditch. This ditch receives its supply from the rising water of 

Warm Creek, and is the first diversion on that stream between Harlem and Rabel 

Springs. It is a small earthen ditch, and takes water from the south side or left 

bank of the creek, and distributes it southwest of Harlem Springs. The diversion is by means of a dam. The ditch is three-fourths of a mile long. It is owned 

and maintained by local ranchers, and is entitled to 50 miners' inches (1 secondfoot) of water. Usually the ditch is cleaned each spring, or whenever it becomes 

so foul that some irrigator can not get as much water as he requires. The water 

is used for alfalfa and other dairy products. The cost of maintenance of ditches 

of this class is from 50 cents to $1 per acre per year. The supply is relatively constant. The ditch was built in 1857, separating its water right from that of the 

Rabel Dam ditch. During the years 1898 and 1899 this ditch was practically dry, 

the only water it received being that pumped from the Harlem swimming pool, 

which is cleaned about twice a week. In June and August, 1899, and in March, 

1900 and 1901, the ditch was dry.

Rabel Dam ditch diverts its water by means of an earthen dam at lot 2, block 60, 

San Bernardino Rancho, on Warm Creek. It is the second ditch on that stream. 

As is the case with all of these rising waters, the supply is practically constant 

throughout the year. An agreement, made in October, 1895, between the Riverside Water Company and the owners of the ditch provided for the natural flow of 

water in Warm Creek at the head of the ditch to the amount of 250 miners' inches, 

and in the agreement it was stipulated that the Riverside Water Company should 

at its own expense build at the head of the ditch an iron weir embedded in a 

cement foundation, to measure the water. This was done. The canal is an earthen 

ditch 4.2 miles in length, and has a capacity of 250 miners' inches (5.0 secondfeet). It takes its water from the south side of Warm Creek and carries it to the 

southwest of Harlem Springs, irrigating 400 acres of alfalfa, vegetables, and garden produce. It is owned and operated by local ranchers. It was built in 1854 

by the Mormon settlers, and is the oldest water right on Warm Creek. On June 

20, 1898, it was discharging 5.37 second-feet. During the summer of 1899 the iron 

weir at the head of the ditch was removed by the owners of the ditch, with the 

consent of the Riverside Water Company. The upper part of the ditch was lowered by running it on a flatter gradient to the headworks, with the idea of diverting 

Warm Creek at a lower level. This plan increased the flow of water for a time, 

but it soon dropped to less than the original flow.

Shay or Stout Dam ditch. The headworks of this ditch are in the west half of 

lot 4, block 60, San Bernardino Rancho, 1 mile north and 3 miles east of the city 

of San Bernardino. The diversion is by means of an earthen dam. The supply 

is relatively constant. The canal is 1| miles in length; it runs west on the north 

side of the San Bernardino base line and Warm Creek, and irrigates those lands. 

The ditch is used the year round, and is cleaned twice a year. The cost of maintenance to consumers is less that $1 per acre per year. It served 210 acres in 1885 

and 150 acres in 1898. It was built in 1857, and ranks third in its order of water 

rights to Warm Creek. By a compromise made with the Riverside Water Company in 1895 this ditch is entitled to 112.5 miners' inches of water (2.25 second-feet), 

provided there is that amount in Warm Creek at the headworks. During the 

years 1899 and 1900, however, the supply fell considerably below that quantity.

McKenzie ditch. The headworks, consisting of a wooden dam, are on Warm 

Creek, the center of lot 8, block 51, San Bernardino Rancho, 2 miles east of the 

city of San Bernardino. The supply is relatively constant. The ditch was built

"The writer is indebted to Mr. Kingsbury Sanborn for most of the data regarding these 

canals.
LIPPINCOTT.] SMALL CANALS. 25

in 1862. It irrigates lands immediately east of San Bernardino, between City and 

Warm creeks, and 85 acres on the south side of City Creek. The canal is about 1.3 

miles in length. It is an earthen ditch built in sandy loam, with a flat grade, and 

is owned and operated by local ranchers. It is said to lose 33 per cent of its volume by seepage. The owners claim all of the water of Warm Creek at the point 

of diversion, but the Riverside Water Company claims that their right is limited to 

the original capacity of the ditch, which was 100 miners' inches (2.0 second-feet). 

The ditch is still in litigation. It has lately been enlarged. Three hundred acres 

of alfalfa and gardens are irrigated. Cost of maintenance is prorated and amounts 

to about 50 cents per acre per year. On June 20, 1898, it was discharging 127 

miners'inches (2.54 second-feet).

Meeks & Daley ditch, This ditch originally diverted its water from the lower 

part of Warm Creek, and the Agua Mansa, Juaramillo, and San Salvador canals 

took water from Santa Ana River, southeast of Colton. The owners of these four 

canals, in cleaning them out each year, gradually enlarged their sections, to the 

detriment of the Riverside Water Company, which company instituted suit 

against them to restrict their diversion. To avoid a protracted lawsuit and 

excessive loss of water by seepage in sandy channels, a compromise was arranged 

in 1885 by which the Riverside Water Company agreed to build and deliver to the 

owners of these ditches a cement-lined canal, estimated to cost $30,000, which 

should deliver from this conduit, at certain stated points, the following amounts 

of water:

Ditches to be supplied by cement-lined canal.

Name of ditch.

Total...... .............. ..................... ..........

Original source of 

supply.

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

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

Water 

guaranteed.

Miners'1 inches. 

400

50

250

125

25

' 850

This canal was built by the Riverside Water Company at a cost of $37,281. All 

water remaining available from the sources of these canals belongs to that company. In 1885 the Meeks & Daley Water Company was incorporated, with a 

capital stock of $78,000 divided into 780 shares, to handle these combined waters.

The headworks of the new canal were located 1^ miles northeast of the town of 

Colton and a half mile east of Bunker Hill. The headworks of the Meeks & Daley 

ditch consist of a well-constructed brush dam across Warm Creek, which diverts 

the water to a weir at the head of the ditch. At the weir the ditch is 10 feet wide 

ou the bottom and H feet deep, with side slopes of H to 1, gradually contracting 

to its normal size at station 28, which is 3 feet wide on the bottom, 5 feet wide 

across the top, and 2 feet deep. The sides are of rubble masonry, with a 3-inch 

concrete bottom, and the whole inside is plastered with cement mortar a half inch 

thick. The supply is from Warm Creek and is very constant in volume. Under 

this contract the Riverside Water Company made a saving of from 100 to 200 

miners'inches (2 to 4 second-feet). The canal built by them is about 3£ miles 

in length. It runs through the southern side of the town of Colton and around 

the south side of Slover Mountain, being on the north or right bank of Warm 

Creek and Santa Ana River. It is owned by a stock company of local ranchers, 

each share of the stock carrying with it a water right to some certain piece of 

land to which it is appurtenant. The water is used largely for the irrigation of 

citrus fruits.
26 WATEE IN SOUTHERN CALIFOENIA, PART I. [NO. 89.

The Agua Mansa ditch is an extension of the Meeks & Daley ditch through the 

Agua Mansa and San Salvador districts. It is of the same construction as the 

Meeks & Daley ditch, but is smaller, being 2 feet on the bottom and from 1 foot to 

H feet deep, according to the grade, with side slopes of i to 1. Very little of the 

original Agua Mansa land is now irrigated, as the irrigation on the mesa has converted the land into a bog hole, unfit for cultivation, and many shares of water 

have been sold to ranchers in West Riverside, who now own the controlling interest and are using the water on their lands.

Beam ditch derives its water from a cienaga tributary of Warm Creek in lot 14, 

block 43, San Bernardino Rancho. The ditch is about a mile in length. The 

water is diverted by means of a brush dam, and flows in a southwesterly direction, irrigating the land lying west of Warm Creek, in blocks 43 and 44 of 

the San Bernardino Rancho. The ditch has an apparent capacity of 45 miners' 

inches, and irrigates about 100 acres of land. On June 20, 1898, it was flowing 

0.67 second-foot in the flume near the head works.

Timber ditch. This was one of the first canals constructed in San Bernardino 

Valley. It diverted its water from Santa Ana River near the center of sec. 8, T. 1 

S., R. 3 W. The water rights of this canal were transferred by individual owners 

to the North and South Fork canals of Highlands f.nd Redlands, and at the present time it is practically abandoned. The water was applied to the lands between 

the city of San Bernardino and Santa Ana River. It was entirely dry during the 

summers of 1898 and 1899. At its head works there is a flume intake 4.3 feet wide 

and 2 feet deep, also a crib diversion dam. This ditch is described in the Nineteenth Annual Report of the United States Geological Survey, Part IV.

Logsdon & Farrell or Waterman ditch. The Logsdon & Farrell ditch makes its 

diversion from the south side of City Creek, a mile east of the city of San Bernardino, by means of a flume 2 feet wide and 1 foot deep and a rough sheet-pile dam. 

The canal is three-fourths of a mile in length. ;md its water is used southeast of 

the city. About 80 acres of gardens are irrigated. On June 29, 1898. there was 

flowing in this ditch 36 miners' inches (0.72 second-foot) of water. This ditch is 

a combination of the Waterman, Logsdon-Farrell, and Brooks ditches.

Whitlock ditch. This ditch takes its water from the north bank of City Creek 

2 miles east of the business portion of the city of San Bernardino, and is about a 

half mile in length. At the place of measurement it is a flume 1.5 feet wide and 

0.8 foot deep, and on June 29,1898, it was discharging 12 miners' inches, or 0.24 

second-foot. Its water is used to wash vegetables, and it is mingled with the 

waters of the McKenzie ditch and used on Chinese vegetable gardens.

Daley ditch. This ditch diverts water three-fourths of a mile east of the business portion of the city of San Bernardino and about one-fourth of a mile east 

of the junction of Warm and City creeks, from tha north side of the latter creek, 

crosses to the south side of that creek, and distributes its water on 40 acres of 

block 6 of the San Bernardino Rancho. It is about a half mile in length. The 

flume crossing City Creek is 1 foot wide and 1 foot deep. On June 29,1898, it was 

carrying 31 miners' inches (0.62 second-foot).

Mclntyie ditch. This canal makes its diversion from the south or right bank of 

Lytle Creek, near the southwest corner of the city of San Bernardino, and receives 

its supply from the return water of that creek. It is approximately 1 mile in 

length, and distributes its water on the south side of Lytle Creek, between Colton 

avenue and Mount Vernon avenue. It is an eight-day ditch, and is owned by local 

ranchers, who maintain it for about 70 cents per acre per year. About 30 acres are 

irrigated for alfalfa. During the years 1898,1899,1900, and 1901 the ditch was dry.

Whiting ditch also derives its supply from the return water of Lytle Creek, and 

distributes it on the adjoining lands of D-. Gr. Whiting, who owns the ditch. On 

June 27, 1898, it was carrying 15 miners' inches (0.30 second-foot). Twenty-five 

acres of pasture are irrigated.
LIPPINCOTT.] SMALL CANALS. 27

Furguson water. This is a Si-miners' inch right in Ranchero ditch, which 

comes from Raynor Springs. The water is used around Bloomington.

Ward & Warren ditch. This is one of the oldest ditches on Santa Ana River, 

and is the outgrowth of the Warren-Warner ditch, the Jansen ditch, and the 

waste water from the Hunt & Cooley ditch. The ditch originally took its 

water from Santa Ana River near the east end of the Southern Pacific Railway 

bridge, in lot 8, block 64, San Bernardino Rancho, but during the flood of 1892 the 

main channel of Santa Ana River was changed to a point about a half mile to the 

north, and the following spring the Ward & Warren ditch was extended to the new 

channel of the river. The water is now diverted by means of a rough sand and 

brush dam in the westerly part of lot 2, block 64, San Bernardino Rancho.

During the years 1888 and 1889 this ditch was considerably enlarged and the 

water spread over a greater area. The Riverside Water Company, which had 

teen using the water of Santa Ana River for years, brought suit against the owners of the ditch, to restrain them from using all the water in Santa Ana River at 

their headworks, claiming that they were entitled to only the original capacity of 

the ditch.

The case came to trial February 26, 1890, the decision being that the owners of 

the ditch are entitled to the water flowing from Santa Ana River at the head of 

the Ward & Warren ditch to the extent of 309 miners' inches (6.18 spcond-f eet), 

measured under a 4-inch pressure, the measurement to be made from the center 

of the orifice, and that the Riverside Water Company is the owner and entitled 

to the use of the remainder of the water flowing in Santa Ana River at the head of 

the Ward & Warren ditch. The court further decreed that the owners of the 

Ward & Warren ditch are entitled to have from the Rice & Thorne tracts (which 

are owned by the Riverside Water Company) on Santa Ana River water to the 

amount of 78.18 miners' inches (1.56 second-feet), measured under a 4-inch pressure from the center of the orifice, when necessary to make up the 309 miners' 

inches. This 78.18 miners' inches was the overflow from the fish pond of a cienaga 

located on their lands, the stream of which is one of the natural tributaries of 

Santa Ana River. This pond, owing to the dry season and the development of 

artesian water in that neighborhood, is now almost dry, and the 78.18 miners' 

inches delivered to the Ward & Warren ditch is now practically all artesian water. 

The line of the ditch is located through the dry and sandy bed of Santa Ana 

River and loses a large percentage of its water before reaching the first point of distribution. In June, 1898, this ditch was receiving from the Rice-Thorno canal 

1.60 second-feet of water and from Santa Ana River 0.72 second-foot.

North Riverside or Jurupa canal. The Jurupa canal, sometimes called the 

North Riverside, derives its water from different sources: (1) From a covered 

flume in the Santa Ana River bottom, in lot 3, block 88, San Bernardino Rancho, 

above Colton avenue crossing; (2) from surface development in two cienagas in 

lot 2, block 88, San Bernardino Rancho; and (3) from the Salazar water. The 

Salazar water was originally diverted from the bed of Santa Ana River.

The Riverside Water Company agreed, because of the priority of the Salazar 

right, to permit the water for this ditch, to the extent of 75 to 100 miners 1 inches 

(1.5 to 2 second-feet), to pass its headworks and be conveyed by a sandy river bed 

to the Salazar headworks. In order to prevent the loss by seepage and evaporation in the river bed, the Riverside Water Company now delivers into the Jurupa 

flume 75 miners' inches (1.5 second-feet), in consideration for which it diverts all 

of the water at the headwerks of its canal. All of these developments occur east 

of the Colton avenue crossing of Santa Ana River. The ditch which is now 

called the Rubidoux ditch is generally known as the Jurupa ditch, and diverts 

its water from Santa Ana River just north of the point where the county line 

between Riverside and San Bernardino crosses the lands of the Rubidoux ranch. 

The ditch now known as the Jurupa, belonging to the North Riverside Land
28 WATER IN SOUTHERN CALIFORNIA, PART I. [so. 89.

and Water Company, diverts a portion of its water from an underground flume 

in the bed of Santa Ana River a short distance east of the Colton avenue bridge. 

On July 1, 1898, the canal was flowing 7.11 second-feet at the Colton avenue 

crossing. This includes the 75 miners' inches (1.50 second-feet) of Salazar water., 

The main canal is 17 miles in length. The company owns the land upon which 

the water is distributed, and claims the right to develop all the water available at its headworks. The first 350 miners' inches (7 second-feet) belong 

to settlers to whom the company had sold water and land. The Jurupa ditch 

carries 75 miners' inches from the Riverside Water Company's flume, and this 

water is known as the Salazar right. It is measured at the junction of the Riverside Water Company's flume with the North Riverside and Jurupa canal. 

Agua Mansa water enters the Jurupa canal from the Meeks & Daley ditch 1 mile 

southwest of Slover Mountain, and is carried by it to the San Salvador district. 

The Temescal tin mine syndicate has a run of 200 miners' inches (4 second-feet) 

for twenty-four hours every eighth day through the Jurupa ditch. Ordinarily 

the Jurupa ditch contains 

Miners' Secondinches, feet.

AguaMansa water .-.--.............--..--......-.- ----- 350 (7.0)

Salazar water--,...-..__.__.__---._-..-__.__----..-..---- 75 (1.5)

Santa Ana River water----_..-_.__-_-------..-.--.---.--. 350 (7.0)

Total..----.____._._.._..__..._---_----..---..----- 775 (15.5)

The following measurements have been made:

Miners' Secondinches, feet.

July 1,1898, Jurupa flume at Colton avenue--.........- 355 (7.11)

June 18, 1898, Jurupa flume below Agua Mansa junction,

including Agua Mansa water--...-----.----------..-- 691 (13.83)

August 27, 1898, Jurupa flume at Colton avenue, below

Agua Mansa junction, including Agua Mansa water._ 509 (10.18)

During the year 1897 the assessments to the owners of the Jurupa ditch amounted 

to $9.54 per miners' inch. They charge $3.27 per inch per year for carrying Agua 

Mansa and other water.

The canal is located around a rock hill immediately above the old upper canal 

of the Riverside Water Company and crosses the river in a flume on a trestle 

2,460 feet in length, shown in Pi. VII, B. Then for 2 miles the water is flumed 

along a bluff on the north bank of the river, after which it passes through a tunnel 4,000 feet long into an open ditch 3 miles long, and thence to the Jurupa 

mesa lands. The Jurapa Land and Water Company was incorporated in May, 

1888, with a capital stock of $3,500,000, divided into $100 shares.

Hunt & Cooley or Camp Carlton ditch, This was originally one of the oldest 

diversions on middle Santa Ana River. It was taken out in 1859, and had several headings in the river, which were washed out by floods, until the final 

one was made at about the point where the Gage canal started to divert its water, 

and it remained there until the year 1887, when the managers of the Gag© canal 

agreed with the owners of the ditch to bore wells and develop for them 130 miners' 

inches of water, and to receive in return what they thought to be the right to all 

the water flowing in Santa Ana River at the headworks of this ditch. This led to 

a long and expensive lawsuit with the Riverside Water Company, who contended 

that the Gage canal was entitled to only an amount of water equal to the original 

capacity of the canal, which was 200 miners'inches. It resulted, however, in the 

courts allowing the Gage canal the right to 398.5 miners' inches of the flow of 

Santa Ana River at the headworks of their canal.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. VII

A. FLOWING WELLS OF GAGE CANAL SYSTEM, VALLEY OF SANTA ANA RIVER.

B. FLUME AND INVERTED SIPHON OF JURUPA CANAL.
LIPPINCOTT.] SMALL CANALS. 29

DISCHAKGE MEASUREMENTS. a

Haws & Talmage ditch. On June 7,1898, 0.84 second-foot was flowing in this 

ditch near the head works. The area of the water section was 0.9 square foot, the 

surface velocity 1.33 feet per second. Measurements were made by floats. 

Coefficient 70 per cent.

September 14,1898, all of the water in Warm Creek at the head of the ditch was 

passed through the waste gate; by weir it measured 0.43 second-foot. The weir 

was 4.6 feet long, the head 0.094 foot, two full contractions, velocity of approach 

less than 0.5 foot per second.

March 2, 1899, a weir was put in near the head of the ditch, and the discharge 

measured 0.28 second-foot; length of weir 1 foot, head 0.2 foot, velocity of approach 

less than 0.5 foot per second, two full contractions.

In June and August, 1899, and in March and on June 12,1900, the ditch was dry.

Rdbel Dam ditch. September 14,1898, at 2.10 p. m., this ditch was diverting 3.07 

second-feet over the iron weir at the headworks, which was all of the water in 

Warm Creek at that point. The weir is 4 feet long, the head was 0.38 foot, two 

full contractions, velocity of approach less than 1 foot per second.

March 2, 1899, the ditch was discharging 2.36 second-feet at the head; length of 

weir 4 feet, head 0.31 foot, velocity of approach less than 1 foot per second, two 

full end contractions. This was all of the water in Warm Creek at the point of 

diversion.

June 16, 1899, at 1.45 p. m., this ditch was discharging 1.54 second-feet; head 

0.24 foot, length of weir 4 feet, two full end contractions, velocity of approach less 

than 0.5 foot per second.

During the summer of 1899 the iron weir at the head of the ditch was removed 

by the owners of the ditch, with the consent of the Riverside Water Company. 

The upper part of the ditch was lowered by running on a flatter gradient to the 

headworks, with the idea of diverting Warm Creek at a lower level. This plan 

increased the flow of water for a time, but it soon dropped to less than the original 

flow.

August 25, 1899, the discharge measured 0.94 second-foot; the water area was 

0.9 square foot, the surface velocity 1.5 feet per second.

March 15, 1900, the 4-foot iron weir was again in place; the discharge measured 

0.54 second-foot, the head was 0.12 foot, and there was no perceptible velocity of 

approach.

June 12,1900, at 12 m., the discharge measured 0.35 second-foot at the headworks 

weir; length of weir 4 feet, head 0.09 foot, velocity of approach less than 0.5 foot 

per second, two full end contractions.

Shay or Stout Dam ditch. On June 20,1898, the volume in this canal measured 

2.30 second-feet: length of weir 2 feet, head 0.502 foot, velocity of approach 0.7 

foot per second, two end contractions.

September 14, 1898, at 1.55 p. m., the discharge over the same weir was 2.08 

second-feet. Being at the end of the irrigating season the ditch had not been 

cleaned and was very foul. The tail water was higher than the crest of the weir 

by 0.193 foot, causing the weir to be submerged. Head 0.5 foot, two end contractions, velocity of approach less than 0.5 foot per second. Fteley and Stearns's formula was used.

March 2, 1899, the discharge over the same weir was 2.23 second-feet; head 0.5 

foot, two end contractions, velocity of approach less than 0.5 foot per second.

June 16, 1899, at 2.10 p. m., the discharge was 1.13 second-feet. The ditch was 

again foul, and the weir was submerged 0.320 foot; head 0.406 foot, velocity of 

approach less than 1 foot per second.

a All measurements were made by Mr. Kingsbury Sanborn, of Riverside, except where stated 

to the contrary.
30 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

August 25, 1899, at 2.15 p. m., the discharge measured 0.9 second-foot, head 0.27 

foot, two end contractions, velocity of approach less than 0.5 foot per second.

A few months previous to March 15, 1900, when a measurement was made, the 

owners of the Shay ditch relocated the ditch, starting from the headworks and 

taking it to higher grounds, which caused the water to back entirely over the 

weir, so that it became necessary to make a float measurement. The water 

area was 1.45 square feet, surface velocity 0.5 foot per second, discharge 0.507 

second-foot, coefficient 70 per cent.

On June 19, 1900, at 1.10 p. m., the discharge was 0.4 second-foot about 200 feet 

be'ow the dam across Warm Creek; sectional area 1.7 square feet, surface velocity 

0.34 foot per second, coefficient 70 per cent.

McKenzie ditch. On June 20,1898, a float measurement was made. The area of 

the section was 2.90 square feet, surface velocity 1.35 feet per second, coefficient 

70 per cent, discharge 2.54 second-feet.

September 12,1898, at 2.30 p. m., the discharge a half mile below the headworks 

measured 2.08 second-feet. The sectional area was 5.2 square feet, the velocity of 

approach 0.64 foot per second, coefficient 70 per cent.

March 2, 1899, the discharge measured 9.4 second-feet at the same point as the 

last measurement; the sectional area was 4.9 square feet, surface velocity 2.77 feet 

per second, coefficient 70 per cent.

June 16, 1899, at 2,45 p. m., the discharge measured 3.86 second-feet about. 150 

feet below the headworks on Warm Creek; the sectional area was 1.9 square feet, 

surface velocity 2 feet per second, coefficient 70 per cent.

August 22, 1899, there was flowing in the ditch at the same point as the last 

measurement 2 second-feet; the sectional area was 4.1 square feet, the surface 

velocity 0.7 foot per second, coefficient 70 per cent.

March 16, 1900, the discharge measured 2.3 second-feet about 250 feet below the 

headworks on Warm Creek; the sectional area was 3.3 square feet, the surface 

velocity 1 foot per second, coefficient 70 per cent.

June 19, 1900, at 1.10 p. m., the discharge measured 1.57 second-feet about 150 

feet below the headworks dam; the sectional area was 2.2 square feet, the surface 

velocity 1 foot per second, coefficient 70 per cent.

Meeks & Daley <Mc/i. Measured on June 20, 1898, the discharge at the headworks weir was 8.42 second-feet (421 miners' inches); length of weir 6 feet, head 

0.525 foot, two end contractions, velocity of approach less than 0.5 foot per second.

Measured on March 2,1899, at the headworks weir the discharge was 17 secondfeet; length of weir 6 feet, head 0.917 foot, two end contractions, velocity of 

approach less than 1 foot per second.

June 26, 1899, the discharge at the headworks weir was 15.48 second-feet, the 

head 0.845 foot, two end contractions.

August 25,1899, the discharge at the headworks weir was 10.45 second-feet, head 

0.659 foot.

March 1,1900, the weir was submerged 0.28 foot; the discharge was 13.94 secondfeet; length of weir 6 feet, head 0.84 foot, velocity of approach less than 1 foot per 

second.

June 19, 1900, at 4 p. m., the discharge measured 13.78 second-feet at the headworks weir, which was submerged 0.415 foot; the velocity of approach was less 

than 1 foot per second, length of weir 6 feet, head 0.875 foot, two end contractions.

Logsclon & Farrell ditch. Measured near headworks on June 29, 1898, by J. B. 

Lippincott and K. Sanborn. Area of section 0.878 square foot, mean velocity 0.824 

foot per second, coefficient 80 per cent, discharge 0.72 second-foot.

In September, 1898, the discharge was 0.63 second-foot at the same place.

March 1, 1899, 1.61 second-feet of water was in the flume near the headworks. 

This ditch is flat, and it is impossible to put in a weir without losing a large percentage of the water, so that it became necessary to make float measurements. 

The width of the flume is 2 feet, the depth of the water 0.7 foot, sectional area
LIPPINCOTT.] SMALL CANALS. 31

1.41 square feet, surface velocity 1.43 feet per second, coefficient 80 per cent. The 

flume was in fair condition.

June 27, 1899, the discharge measured 1.15 second-feet at the same place; depth 

of water 0.71 foot, surface velocity 1 foot per second, sectional area 1.44 square 

feet, coefficient 80 per cent.

August 25, 1899, the discharge measured 0.54 second-foot in the flume near the 

headworks, which was in fair condition. The depth of water was 0.56 foot, surface velocity 0.6 foot per second, sectional area 1.12 square feet, coefficient 80 per 

cent.

March 15,1900, the discharge measured 1.26 second-feet at the same place. There 

was a deposit of sand in the bottom of the flume, and the depth of water was as 

follows: Side 0.82 foot, center 0.86 foot, and opposite side of flume 0.84 foot. The 

surface velocity was 1 loot per second, coefficient 75 per cent.

June 23, 1900, the discharge measured 0.49 second foot in the ditch near the 

headworks dam; sectional area 0.9 square foot, surface velocity 0.77 foot per second, coefficient 70 per cent.

Beam ditch. Measured June 30,1898,300 feet below headworks, by floats. Area 

of section 1.08 square feet, mean velocity 0.63 foot per second, discharge 0.67 

second-foot.

March 2,1899, discharge measured 0.72 second-foot in the flume near the headworks. This ditch is very flat, and it is impossible to put in a weir and get satisfactory results; for that reason float measurement was made. The water area 

was 1.5 square feet, the surface velocity 0.6 foot per second. The flume was in 

fairly good condition. Coefficient 80 per cent.

June 27,1899, measured in the same flume as the last measurement. Discharge 

0.52 second-foot, width of flume 1.38 feet, depth of water 0.95 foot, surface velocity 

0.5 foot per second, coefficient 80 per cent.

August 25,1899, the discharge at the same place measured 0.4 second-foot, the 

depth of water was 0.84 foot, surface velocity 0.5 foot per second. Flume in fairly 

good condition. Coefficient 80 per cent.

March 15, 1900, the discharge measured 0.68 second-foot, same place, same conditions. The depth of water was 0.62 foot, the surface velocity 1 foot per second, 

coefficient 80 per cent.

June 14, 1900, at 2 p. m., the discharge measured 0.5 second-foot at the same 

place; the sectional area was 1.14 square feet, the surface velocity 0.59 foot per 

second, coefficient 75 per cent.

Upper canal of Riverside Water Company. On June 30, 1898, the discharge 

over the headworks weir (see PI. IX) was 59.04 second-feet. There are three 

weirs, with end contractions, each 9| feet long. Head equals 0.677 foot, velocity 

of approach 1.12, 2.18, and 1.94 feet per second, respectively.

February 28,1899, the discharge was CO.53 second-feet, the head 0.843 foot.

June 26, 1899, the discharge was 58.93 second-feet, the head 0.686 foot.

August 31, 1899, there were 52.04 second-feet of water flowing over the headworks weir, and the head was 0.67 foot.

March 21, 1900, there were 61.94 second-feet flowing. Head 0.755 foot.

June 23, 1900, at 3 p. m., the discharge at the headworks weir measured 52.94 

second-feet; the head was 0.68 foot, average velocity of approach 0.77 foot per 

second, full contractions.

Lower canal of Riverside Water Company. Meter measurement on June 17, 

1898, at 4 p. m., as determined by Mr. F. H. Olmsted, was 9.27 second-feet.

June 18, 1898, at 10 a. m., Mr. Olmsted made a meter measurement and found 

a discharge of 11.27 second-feet.

June 27, 1898, there were 10.83 second-feet of water flowing in the flume just 

below the intake at Santa Ana River. The sectional area was 4.18 square feet, 

the velocity 3.24 feet per second, coefficient 80 per cent.
32 WATER IN" SOUTHERN CALIFORNIA, PART I. [NO.59.

September 2, 1898, there were 7.7 second-feet of water flowing at the same place. 

The water area was 8.84 square feet, the velocity 2.5 feet per second, coefficient 

80 per cent.

March 10, 1899, there were 16.20 second-feet flowing over the weir at the end of 

the flume. Length of weir 5 feet, head 1.01 feet, two full end contractions, velocity of approach less than 1 foot per second.

June 28, 1899, the discharge at the same place measured 9.09 second-feet, the 

water area was 3.68 square feet, the surface velocity 8.12 feet per second, coefficient 

80 per cent.

September 1. 1899, the discharge in the flume measured 7.38 second-feet, the 

water area was 3.83 square feet, the surface velocity 2.77 feet per second, coefficient 80 per cent.

June 23, 1900, at 9.05 a. m., the discharge measured 7.16 second-feet in the 

flame; sectional area 3.4 square feet, surface velocity 2.63 feet per second, coefficient 80 per cent.

Gage canal. On June 29, 1898, this canal was measured at its intake from 

Santa Ana River. The discharge was 1.16 second-feet over a weir 5 feet long, 

head 0.17 foot, velocity of approach 0.5 foot per second, no end contractions.

March 7, 1899, the discharge measured 0.72 second-foot, length of weir 5 feet, 

head 0.125 foot, velocity of approach less than 1 foot per second, no end contractions.

June 20, 1899, the discharge over the same weir measured 0.24 second-foot, head 

0.06 foot.

August 25,1899, the discharge over a weir 1 foot in length measured 0.64 secondfoot, head 0.35 foot, velocity of approach less than 1 foot per second, two full contractions.

March 1, 1900, the discharge over the same weir measured 0.395 second-foot, 

head 0.25 foot.

June 7, ItJOO, the discharge measured 0.29 second-foot over same weir, head0.2 

foot, velocity of approach less than 0.5 foot per second, two full end contractions.

Gage canal at Palm avenue weir. June 30, 1898, Mr. K. Sanborn and Mr. J. B. 

Lippincott measured the flow over the weir, and obtained a discharge of 27.42 

second-feet. The weir was 13.34 feet in length, with a head of 0.7 foot. There 

were two contractions. The velocity of approach was 1.4 feet per second. The 

level of the water below the weir was the same as the elevation of the crest, or 

knife edge.

September 21,1898, there were 26.238 second-feet of water flowing over this weir. 

The head was 0.709 foot, the velocity of approach 1 foot per second, two full contractions.

March 7, 1899, the discharge over the weir measured 27.4 second-feet, head 0.73 

foot, velocity of approach less than 1 foot per second.

June 26, 1899, the discharge measured 25.46 second-feet, head 0.69 foot.

August 15, 1899, the discharge measured 24.11 second-feet, head 0.67 foot.

March 21, 1900, the discharge measured 22.36 second-feet, head 0.689 foot.

June 7, 1900, the discharge measured 22.52 second-feet, head 0.64 foot, velocity 

of approach less than 1 foot per second.

Daley ditch. Measured at 5.15 p. m. on June 29, 1898, by J. B. Lippincott and 

K. Sanborn. Discharge in flume across City Creek was 0.63 second-foot, water 

area 0.4 square foot, surface velocity 1.95 feet per second, coefficient 80 per cent.

September 12, 1898, at 11.30 a. m., the discharge measured 0.67 second-foot; 

water area 0.42 square foot, surface velocity 2 feet per second, coefficient 80 per 

cent.

March 1, 1899. the discharge measured 0.71 second-foot, the water area 0.354 

square foot, surface velocity 2.5 feet per second, coefficient 80 per cent.
LIPPINCOTT.] SMALL CANALS. 33

June 27, 1899, the discharge measured 0.51 second-foot, water area 0.32 square 

foot, surface velocity 2 feet per second, coefficient 80 per cent.

August 28, 1899, the discharge measured the same as on June 27, 1899.

March 15, 1900, the discharge measured 0.72 second-foot, water area 0.45 square 

foot, surface velocity 2 feet per second, coefficient 80 per cent.

June 23, 1900, at 12 m., the discharge measured 1.13 second-feet, the sectional 

area 0.28 square foot, the surface velocity 5 feet per second, coefficient 80 per cent.

Mclntyre ditch. June 12,1898, at 4.25 p. m., the discharge measured 0.37 secondfoot in flume near the head; the water area was 1.48 square feet, surface velocity 

2.5 feet per second, coefficient 80 per cent.

September 14, 1898, the discharge measured 0.038 second-foot over a weir near 

the headworks, which was 0.5 foot in length; head 0.083 foot, no velocity of 

approach, two full end contractions.

March 1, 1899, the discharge measured 0.82 second-foot over a weir 1 foot in 

length; head 0.45 foot.

June 23, 1899, the discharge over the same weir measured 0.149 second-foot; 

head 0.13 foot.

August 26, 1899, there was no water flowing.

March 16, 1900, the discharge over the same weir measured 0.143 second-foot; 

head 0.126 foot.

June 12,1900, the discharge over the same weir measured 0.01 second-foot; head 

0.026 foot, two full contractions, velocity of approach less than 0.5 foot per second.

Whiting ditch. June 27, 1898, the discharge measured 0.26 second-foot over a 

weir 1 foot in length near the headworks; head 0.19 foot, velocity of approach less 

than 0.5 foot per second, two full end contractions.

September 14, 1898, the discharge measured 0.01 second-foot over a weir 0.5 foot 

in length; head 0.036 foot, velocity of approach less than 0.05 foot per second, two 

full end contractions.

March 1, 1899, the discharge measured 0.76 second-foot over a weir 1 foot in 

length; head 0.395 foot, velocity of approach less than 0.5 foot per second, two 

full end contractions.

June 27, 1899, the discharge over the same weir measured 0.346 second-foot; 

head 0.182 foot.

August 26, 1899, the discharge over the same weir measured 0.009 second-foot; 

head 0.02 foot.

March 1, 1900, the discharge over the same weir measured 1.12 second-feet; 

head 0.522 foot.

June 12, 1900, the discharge measured 0.13 second-foot over the same weir; head 

0.12 foot, velocity of approach less than 0.25 foot per second, two full end contractions.

Swamp ditch. September 1, 1898, there were 1.02 second-feet flowing in fltfme 

to the Riverside Water Company's Rice-Thorne flume; the water area was 0.32 

square foot, the surface velocity 3.5 feet per second, coefficient 80 per cent.

February 28, 1899, the discharge measured 0.85 second-foot over a weir at the 

first distributing box; length of wey-1 foot, head 0.427 foot, velocity of approach 

less than 0.5 foot per second, two full end contractions.

June 20, 1899, the discharge over the same weir measured 0.77 second-foot; head 

0.4 foot.

August 30, 1899, the discharge over the same weir measured 0.69 second-foot; 

head 0.37 foot.

March 21,1900, the discharge over the same weir measured 0.7 second-foot; head 

0.374 foot.

June 7, 1900, the discharge over the same weir measured 0.89 second-foot; head 

0.44 foot, velocity of approach less than 0.5 foot per second, two full end 

contractions.

t7 \JZl O
34 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

Ranchero ditch. September 22, 1898, at 1 p. m., the discharge measured 1.64. 

second-feet over a weir in the cement ditch on the Raynor ranch; length of weir 

4 feet, head 0.25 foot, velocity of approach less than 0.5 foot per second, two full 

end contractions.

March 13,1899, the discharge measured the same over the same weir.

June 23, 1899, at 4.30 p. m., the discharge over the same weir measured 1 secondfoot; head 0.18 foot.

August 26, 1899, the discharge over the same weir measured 0.41 second-foot; 

head 0.1 foot.

March 17, 1900, the discharge over the same weir measured 0.24 second-foot; 

head.0.07 foot.

June 12, 1900, the discharge measured 0.55 second-foot in the ditch; sectional 

area 0.74 square foot, surface velocity 1 foot per second, coefficient 75 per cent.

Ward & Warren ditch. In June, 1S98, this ditch was receiving from the RiceThorne canal 1.60 second-feet of water and from the river 0.72 second-foot.

March 10, 1899, there were 3.09 second-feet flowing over a weir 3.33 feet in 

length near the head of the ditch; head 0.434 foot, velocity of approach less than 

0.5 foot per second, two full end contractions.

June 20, 1899, the discharge measured 0.615 second-foot over a weir 1 foot in 

length near the headworks; head 0.34 foot, velocity of approach less than 0.5 foot 

per second, two full end contractions.

August 30,1899, the discharge measured 1.56 second-feet over a weir 2 feet in 

length near the headworks; head 0.38 foot, velocity of approach less than 0.5 foot 

per second, two full end contractions.

March 19, 1900, the discharge measured 2.55 second-feet over a weir 3 feet in 

length at the head of the ditch; head 0.41 foot, velocity of approach less than 0.5 

foot per second, two full end contractions.

June 23, 1900, the discharge measured 1.7 second-feet in the ditch just below 

the dam across Santa Ana River; sectional area 1.95 square feet, surface velocity 

1.25 feet per second, coefficient 70 per cent.

Mill flume of Riverside Water Company. June 15,1898, there were 3.12 secondfeet flowing at the end of the flume near the old Colton mill; water area 1.76 

square feet, surface velocity 2.22 feet per second, coefficient 80 per cent.

September 12,1898, at 3.35 p. m., there were 3.36 second-feet at the same place; 

water area 1.68 square feet, surface velocity 2.5 feet per second.

February 28, 1899, there were 5.3 second-feet at the same place; water area 

2.208 square feet, surface velocity 3 feet per second, coefficient 80 per cent.

June 26, 1899, the discharge measured 7.29 second-feet at the same place; water 

area 3.04 square feet, surface velocity 3 feet per second, coefficient 80 per cent.

August 30, 1899, the discharge measured 2.56 second-feet at the. same place; 

water area 1.6 square feet, surface velocity 2 feet per second, coefficient 80 per cent.

March 9,1900, the discharge measured 2.67 second-feet; water area 1.52 square 

feet, surface velocity 2.2 feet per second, coefficient 80 per cent.

June 7,1900, the discharge measured 2.17 second-feet; sectional area 1.36 square 

feet, surface velocity 2 feet per second, coefficient 80 per cent.

Colton mill pump of Riverside Water Company. June 15, 1898, there were 1.94 

second-feet flowing over the weir at the old Colton mill; length of weir 4.015 feet, 

head 0.276 foot, no end contractions, velocity of approach less than 1 foot per 

second.

September 1,1898, there were 2.04 second-feet flowing over the same weir; head 

0.286 foot.

June 26, 1899,1.77 second-feet were flowing over the weir; head 0.26 foot.

August 31,1899,1.67 second-feet were flowing over the weir; head 0.25 foot.

June 7,1900, the discharge over the weir measured 1.88 second-feet; head 0.27 

foot, velocity of approach less than 1 foot per second, no end contractions.
SMALL CANALS. 35

Camp Carlton ditch. June 30,1898, at 4.30 p. m., 0.61 second-foot was flowing 

over the weir at the Waterman avenue crossing; length of weir 3.33 feet, head 

0.146 foot, velocity of approach less than 0.5 foot per second, two full end contractions.

September 12, 1898, at 9.30 a. m., there were 1.2 second-feet flowing over the 

same weir; head 0.229 foot.

March 7,1899, there were 2.13 second-feet flowing over the weir; head 0.333 foot.

June 20, 1899, 1.62 second-feet were flowing over the weir; head 0.28 foot.

August 27, 1899, 1.02 second-feet were flowing over the weir; head 0.25 foot.

March 21, 1900, 2.55 second-feet were flowing over the weir; head 0.38 foot.

June 7, 1900, the discharge over the weir measured 2.6 second-feet, head 0.385 

' foot, velocity of approach less than 1 foot per second, two full end contractions.

East Riverside irrigation district. It is stated that on June 10,1898,4.4 secondfeet were being pumped for this district at the head of the Vivienda pipe line.

September 17, 1898, at 4 p. m., measurement showed that 4.43 second-feet were 

flowing over a weir 3.33 feet in length at the reservoir at the head of the Vivienda pipe line, which runs to East Riverside. Head 0.55 foot, two full end contractions, velocity of approach less than 1 foot per second.

March 13,1899, 4.25 second-feet were flowing over the same weir; head 0.54 foot.

June 23, 1899, at 4 p. m., there were 2.08 second-feet flowing over the same weir; 

head 0.33 foot.

March 1, 1900, there were 6.59 second-feet flowing over a weir 4.16 feet long in 

the tunnel pipe line; head 0.6 foot, no velocity of approach, two full contractions.

June 12, 1900, the discharge over the foregoing weir measured 5.38 second-feet; 

head 0.542 foot, two full end contractions, velocity of approach less than 1 foot 

per second.

Colton Terrace Water Company. June 30, 1898, 1.97 second-feet were flowing 

over a weir 2 feet in length at Reservoir Hill; head 0.456 foot.

September 22, 1898, 1.61 second-feet were flowing over a weir at the head of the 

pipe line above First street in San Bernardino; head 0.3 foot, length of weir 3 feet.

March 13, 1899, 1.69 second-feet were flowing over the same weir; head 0.31 foot.

June 26,1899,1.3 second-feet were flowing over the same weir; head 0.26 foot.

August 26, 1899, the discharge measured the same as on June 26.

March 17,1900, the discharge over the same weir measured 1.69 second-feet; head 

0.31 foot.

June 12, 1900, the discharge over the same weir measured 1.54 second-feet; head 

0.292 foot, velocity of approach less than 1 foot per second, two end contractions.

City of Colton pumping plants. June 26,1899, 2.09 second-feet were flowing 

over a weir 4.17 feet in length at the head of the pipe line of the First street reservoir in San Bernardino; crest of weir 18 inches wide, head 0.29 foot.

August 26, 1899, 1.52 second-feet were flowing over the same weir.

August 26, 1899, the pumping plant west of Mount Vernon avenue was discharging 2.37 second-feet over a weir 2 feet long in the pipe line; head 0.52 foot, 

two full contractions, velocity of approach less than 0.5 foot per second.

March 17, 1900, the First street pumps were discharging 2.57 second-feet over-a 

weir 4.15 feet long, crest 18 inches wide, head 0.33 .foot, two full contractions, 

velocity of approach less than 0.5 foot per second.

June 12,1900, the discharge of the two pumping pi ants .measured' 3.21 second-feet. 

The First street pump was discharging 1.23 second-feet over a weir 4.15 feet long 

at the head of the pipe line; head 0.23 foot, velocity of approach less than 0.5 foot per 

second, two full contractions. The Mount Vernon avenue-pumps were discharging 

1.98 second-feet over a weir 2feetlong in the reservoir; head 0.46 foot, two end contractions, velocity of approach less than 0.5 foot per second.

WhitlocJc ditch. June 29, 1898, at 5 p. m., the discharge measured 0.34 secondfoot in the flume on Styles street across the McKenzie ditch; the water area was 

2.65 square feet, surface velocity 1.6 feet per second, coefficient 80 per cent.
36 WATEE IN SOUTHEElSr GALIFOENIA, PAET I. [NO. 59.

October 6,1898, the discharge in the flume measured 0.38 second-foot, water area 

0.338 square foot, velocity of approach 1.42 feet per second, coefficient 80 per cent.'

March 1, 1899, the discharge in the flume measured 0.47 second-foot, water area 

0.59 square foot, velocity of approach 1 foot per second, coefficient 80 per cent.

June 27, 1899, the discharge in the flume measured 0.277 second-foot, water area 

0.6 square foot, velocity of approach 0.66 foot per second, coefficient 80 per cent.

August 28, 1899, the discharge in the flume measured 0.094 second-foot, water 

area 0.147 square foot, surface velocity 0.8 foot per second.

March 15, 1900, the discharge in the same flume measured 0.232 second-foot, 

water area 0.145 square foot, surface velocity 1 foot per second.

June 23, 1900, the ditch at this point was dry.

Bloomingt on flume. September 17, 1898, at 4.00 p. m., the Bloomington flume 

was discharging 5.49 second-feet of water over a weir 2 feet in length at the upper 

end of the flume. That weir was rubmerged 0.41 foot; the head was 0.96 foot. 

velocity of approach less than 0.5 foot per second, two end contractions.

June 23, 1899, 5.930 second-feet were flowing over the same weir. The weir was 

submerged 0.19 foot, the head was 0.95 foot, velocity of approach 2 feet per second, 

two end contractions.

August 26, 1899. 8.05 second-feet were flowing over the same weir, which was 

not submerged. The head was 0.62 foot.

March 16,1900, the weir at the upper end of the flume was found to be destroyed; 

3.8 second-feet were measured by floats at the lower end of the flume; the water 

area was 3.05 square feet, surface velocity 1.66 feet per second, coefficient 80 per 

cent.

June 12,1900, the discharge near the end of the flume measured 3.68 second-feet, 

sectional area 3.93 square feet, surface velocity 1.25 feet per second, coefficient 75 

per cent.

Johnson & Hubbard pumping plant. March 16, 1900, 1.26 second-feet were 

flowing in the flume at the lower end of the pipe line just east of Colton. The 

water area was 1.1 square feet, surface velocity 1.43 feet per second, coefficient 80 

per cent.

Comparative amounts of water, in second-feet, flowing in canals above Colton.

Name of ditch.

Riverside Water Co., upper

f4age canal, Santa Ana River . . _ Wage canal, Palm avenue ........

Whitlock .........................

Whiting.......-....---.-.-.-....'.

Mill flume, Riverside Water Co. 

Mill pump, Riverside Water Co_

City of Colton....,....--.-.......

Total .......................

June, 

1898.

0.84 

5.37 

2.30 

2.54

8.42 

.67

59 04

.00 

1.16 

e26.26 

.72 

.34 

.63 

.37 

.26 

1.00 i>1.75 

2.32 

3.12 

1.94 

.61 

4.40 

1.97 

6.83 

5.26

138.11

Sept., 

1898.

0.00 

3.07 

3.08 

2.08 

M7.00 

b.65

61.34 

.00 

1.16 

C25.07 

.63 

.38 

.67 

.038 

.01 

1.02 

1.64 

b2.32 

3.36 

2.04 

1.20 

4.43 

1.61 

7.40 

5.49

144.69

Mar., 

1899.

0.28 

2.36 

2.23 

9.40 

17.00 

.72

60.53 

.00

72 cgeies

1.61 

.47 

.71 

.82 

.76 

.85 

1.64 

3.09 

5.30 (d) 

2.13 

4.25 

1.69 

3.20 

< d)

146.44

June, 

1899.

0.00 

1.54 

1.13 

3.86 

15.48 

.52

53.92 

.00 

.24 

c25.22 

l.lii 

.28 

.51 

.15 

.246 

.77 

1.00 

.615 

7.29 

1.77 

1.62 

2.08 

1.30 

5.49 

5.93

132. 11

Aug., 

1899.

0.00 

.94 

.90 

2.00 

10.45 

.40

52.04 

.00 

.64 

e 33. 47 

.54 

.094 

.51 

.00 

.01 

.69 

.41 

1.56 

2.56 

1.67 

1.02 

2.00 

1.30 

3.89 

3.05

110. 14

Mar., 

1900.

0.00 

.54 

.507 

3.30 

13.94 

.68

61.94 

.00 

.395 

«- 21. 96 

1.26 

.23 

.72 

.14 

1.12 

.70 

.24 

2.55 

2.67 fd) 

2.55 

6.59 

1.69 

4.94 

3.80

131.46

June, 

1900.

0.00 

.35 

.40 

1.57 

13.78 

.50

52.94 

.00 

.29 

^ 22.23 

.49 

.00 

1.12 

. .01 

.13 

.89 

.55 

1.70 

2.17 

1.88 

2.60 

5.38 

1.54 

3.21 

3.68

117. 41

Sept., 

1900.

0.00 

.07 

.16 

1.69 

14.68 

.33

61.02 

.00 

.17 c-27.85 

.30 

.00 

.54 

.00 

.00 

.86 

1.33 

.53 

.94 

1.52 

1.67 

3.70 

1.53 

3.54 

3.28

135.61

"Above Slover Mountain. b Interpolated. c River water not included. a Pumps not run.
UPPINCOTT.J SMALL CANALS. 37

Return water, natural flow in second-feet, compared with developed ivater in 

San Bernardino Valley above Colton.

Name of ditch.

Riverside Water Co., upG-age canal, Santa Ana

Gage canal, Palm avenue 

weir ......................

Mill flume of Riverside

Mill pump of Riverside

East Riverside district, or 

Riverside Highland WaCity of Colton pumping 

plant-.. ... .._..--.......--

Total............- .

Name of ditch.

Riverside Water Co., upGage canal, Santa Ana

Gage canal, Palm avenue

Whitlock -.- --. -

Whiting....................

Mill flume of Riverside 

Water Co .................

Mill pump of Riverside 

Water Co. ...... ..........

Camp Carlton ditch ....... 

East'Riverside district, or 

Riverside Highland WaColton Terrace Water Co. . 

City of Colton pumping

Bloomington flume ........

Total ..................

June, 1898.

Developed.

18.00

26.36

1.60

1.94

.61

4 40

1.97

6.82 

5.26

66.86

Natural.

0.84

5.37

2.30

2.54

.67

41.04 

1.16

.-..... 

.34

.63

.37

26

. 1.00

"1.75

.72 

3.12

.--..-.-..

8.42

71.25

August, 1899.

Developed.

27.50

23 47

1.56

1.67

1.02 

2.00

1.30 

3.89

3.05

65.46

Natural.

0.00

.94

.90

2.00

.40

34.54 

.64

.54

.09

.51

.00

.01

.69

.41

2.56

...... ....

""i6.~45~

44.68

September, 1898.

Developed.

17.54

25.07

1.60

2.04

1.20

4.43

1.61

7.40 

5.49

66.38

Natural.

0.00

3.07

2.08

2.08

.65

43.80 

1.16

..........

.38

.67

.038

.010

1.02D

1.640

.720 

3.360

"17.00

78.31

March, 1899.

Developed.

18.04

26.68

1.60

Not

2.13

4.25

1.69

3.20 

.00

57.59

Natural.

0.28

2.36

2.23

9.40

72

42.49

72

...... .

.47

.71

.82

.76

.85

1.64

1.49 

5.30

_.-...._..

17.00

88.85

March, 1900. June, 1900.

Developed.

24.54

21.96

1.60

2.55 

6.59

1.69

4.94

3.80

67.67

Natural.

0.000 

.540

.507

2.300

680

37.40 

.395

1.26

.23

.72

.14

1.12

.70

.24

.95 

2.67

Not run.

""is" 94"

63.79

Developed.

0.00

32.36

22 23

1.60

1.88 

2.60

5.38

1.54

3 °L

3.68

74.48

Natural.

0.00 

.35

.40

1.57

50

20.58 

.29

.49

.00

1.12

.01

.13

.89

.55 

.10

2.17

----------

""~i3."78~

42.93

June, 1899.

Developed.

17.50

25.22

.615

1.77

1.62

2.08

1.30

5.49 

5.93

61.525

Natural.

0.00 

1.54 

1.13 

3.86 

.52

36.42 

.24

"""i.'is"

.28 

.51 

.15 

.246

. 77 

1.00

7.29

15.48

70. 59

September, 1900.

Developed.

27.00

27.85

.80 

.53

1.52 1.6" 

3.70

1.53

3.54

3.28

71.43

Natural.

0. 00 

.07 

.16 

1.69 

.33

34.02 

.17

.20 

.00 

.54 

.00 

.00 

.86 

.53

.94

...... -.-.

"""""i468

54.18

1 Interpolated.
38 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

From the two preceding tables it will be noted that despite severe 

droughts which existed from 1898 to 1900, inclusive, the output of 

water from the gravel beds above Colton has but slightly diminished, 

the total being 144.69 second-feet in September, 1898, as compared 

with 125.61 second-feet in September, 1900. The amount of developed 

water in September, 1898, was 66.38 second-feet and in September, 

1900, 71.42 second-feet, while the natural return water between the 

same dates decreased from 78.31 second-feet to 54.18 second-feet. 

During this period much development work was done, and while 

these new supplies do not mean an absolute addition to the output 

from the district, the fact that the total supply was maintained notwithstanding the drought is a decided achievement.

The most important question in considering this underground water 

supply is the rate at which the gravel beds will be recharged during 

wet years. This underground reservoir is of such magnitude, however, that it will require a term of years to demonstrate what these 

conditions are. Certainly more water can not be permanently pumped 

from a reservoir than its mean inflow. During this investigation an 

effort has been made to determine the elevation of the water plane 

throughout the valley above Colton, as shown on PL I. During the 

last four years the plane of saturation has been lowered. After a 

cycle of rainy years observations of these same wells should be taken 

to determine what the rise, if any, in the water plane has been. Not 

until this has been done will it be possible to state whether the supply 

is of a permanent nature. The data now at hand, though meager, 

indicate that 140 second-feet can with safety be continuously withdrawn, but this amount should not be greatly increased.

WEUDS.

There are a large number of artesian wells near San Bernardino and 

Colton, in the basins of Santa Ana River, Lytle Creek, and Warm 

Creek. On page 530 of Physical Data and Statistics of California, 

published by the State engineering department in 1886, is given a list 

of 408 artesian wells above Colton, 208 of which were measured and 

found to be discharging 20.11 second-feet. Nearly all of these wells 

must have been near San Bernardino and Colton, and all of them 

must have been in San Bernardino Valley. In 1898 the wells in Santa 

Ana River Basin proper that supply irrigation water were all flowing 

wells. In the basin of Lytle Creek the wells are more numerous, 

and are owned either by individuals or by small corporations. In 

the town of San Bernardino many artesian wells have been bored 

for domestic purposes during the last twenty years, which when properly capped furnished water under pressure to many houses. These 

wells are from 200 to 400 feet deep, and all are driven through layers
WELLS. " 39

of clay and gravel. They cost (in 1898), cased, from $1 per lineal foot 

for 4-inch wells to $2 per lineal foot for 10-inch wells. Some of them 

furnished as much as 50 miners' inches of water; many of the smaller 

wells flowed only 3 to 5 miners' inches. During the last four years 

many of these wells in the city of San Bernardino have ceased to flow, 

and the discharge of all of them has greatly decreased. These wells 

afford a very cheap water supply in a locality where the large irrigation companies charge from 5 to 20 cents for a run of 1 miners' inch 

for twenty-four hours. The area of artesian lands in this basin was 

32 square miles in 1897 and 15 square miles in 1900. The irrigation 

companies have purchased these water-bearing lands. About fifty 

wells have been sunk in the Lytle Creek Basin. The prices at which 

the lands are sold vary widely. In August, 1888, the Riverside 

Water Company paid $25,000 for 40 acres of artesian land in the 

Warm Creek bottoms. In 1898 the same company bought the water 

right to 72 acres of excellent artesian lands in the Warm Creek 

Basin for $50 an acre. The latter price has also been paid in several 

localities northwest of San Bernardino, between the Lytle Creek Wash 

and the mesa to the west, which seems to be an extension of the 

Bunker Hill dike. Pumping plants have been placed in many of the 

wells, and the supply has thus been increased. The result has been 

to very largely exhaust the small domestic wells in the city of San 

Bernardino, and it would now appear that it has become a contest 

between the owners of the pumping plants as to which shall control 

the water. It probably is largely a question of pumping out an underground reservoir, and the man who taps it lowest down and lias the 

strongest pump will get the most water. The results of a series of 

interesting experiments made by Prof. E. W. Hilgard on the wells 

at the head of the Gage system are given under the description of 

the water supply of that system. These experiments show that in 

April, 1889, capping and uncapping 27 adjoining flowing wells did not 

produce an immediate effect upon the surrounding wells.

The table on pages 84 and 85, showing the effect of opening and closing neighboring artesian wells of the Gage canal system, is also of 

interest in considering this matter. Observations of 55 wells were 

made in October, 1892, and while the volume of water increased as 

more wells were sunk, the aggregate flow is not so great, by 52 per cent, 

as the sum of the flow of the individual wells when all of the wells 

except one were closed.

The question whether the water supply in the aggregate can permanently be increased by digging larger wells and pumping is of 

course a vital one in this connection. An artesian basin is practically 

an underground reservoir. In this case it is probably refilled during 

wet years, principally by the winter floods from the surrounding mountain drainage basins and from the return water from irrigation. 

When the reservoir is filled the basin runs over at its rim and permits
40 WATER IK SOUTHERN CALIFORNIA, PART I. [NO.59.

larger surface flow. The wells tapping this basin at its lowest depression probably occupy the most favored positions, and those at the 

upper rim the poorest positions. All draw from the same source, and 

it is exceedingly difficult to tell which wells are responsible for the 

draining of those that have failed. It is claimed by the owners of the 

newer pumping plants that the failure of the wells that ceased to flow 

in 1898 is due to the series of dry years that preceded.

During the winter of 1897-98 there were very few floods, and even 

the normal winter flow of the streams was diverted for irrigation purposes. The same condition prevailed in the winters of 1898-99 and 

1899-1900. The points of diversion on some of the surrounding 

streams have been moved higher up into the canyons and tunnels run 

under the stream beds to bed rock, which tends to decrease the supply of artesian water. While the wells near San Bernardino have 

failed and the wells in the Lytle Creek Basin have fallen from 19.12 

second-feet in June to 13.94 second-feet in September, those in the 

lower central portion of the main valley have held their own. There 

is apparently no redress at law for those whose wells have failed, 

because it is difficult to show any direct stream relation between given 

groups, and at present the law does not take cognizance of so complex 

conditions.

The more an artesian basin is drawn upon the greater will be its 

storage capacity in unfilled voids during the following season; consequently it is possible that the total output from this basin may be 

permanently increased by tapping it more extensively in the lower 

levels. As a water supply is controlled absolutely by its minimum 

production, and as many of the artesian wells about San Bernardino 

failed during the summer of 1898, it is clear that the limit of artesian 

supply near the 1,100-foot contour has been reached. The limit of 

maximum available supply entering the artesian reservoir is governed by the area of the intake, the velocity of the entering water 

through the intake, and the length of time during which the entering 

water is available. These conditions are manifestly difficult of 

determination.

The large number and the great capacity of wells that have been 

bored in the lower regions of the artesian belt have so nearly 

approached the carrying capacity of the gravel and have so diminished 

the pressure at the lower wells that it is difficult to obtain a definite 

idea of the elevation at which water may be found in the upper 

regions of the artesian belt. A distinct grade is very noticeable in 

, the crest of all wells when their pressure is considered. The flowing 

of water from these wells is changed from a condition of hydrostatics to one of hydraulics. It is of interest to note that when a well 

has an even flow over its casing, so that the height of rising water in 

the center of the well above the casing can be accurately measured, 

this height may be considered as the head on a weir, the length being
LIPPINCOTT.] WELLS. 41

the circumference of the pipe, end contractions being eliminated. 

The probable error in this computation ordinarily will not exceed 4 

per cent.

All of the wells in San Bernardino Valley in the Redlands and San 

Bernardino quadrangles, irrespective of their size or producing 

capacities, were visited by the representatives of the Geological Survey during the summer of 1900. The 412 wells in the Redlands 

quadrangle were inspected by Mr. Louis Mesmer, of Los Angeles, 

Cal., and the 478 wells in the San Bernardino quadrangle were 

inspected by Mr. C. J. Roney, observer. The results of their observations are contained in Part II of this report Water-Supply and 

Irrigation Paper No. 60.

Artesian wells of the Riverside Water Company. During the last 

thirteen years the Riverside Water Company has sunk 70 artesian 

wells in the Warm Creek Basin east of Colton and San Bernardino, 

varying in depth from 60 feet to 590 feet and in diameter from 6 inches 

to 10 inches. The largest well developed by the company previous to 

1898 was in the bottom land of Santa Ana River, in lot 2, block 54, 

San Bernardino Rancho, about 2 miles east of the town of Colton. In 

the spring of 1898 the managers of the Riverside Water Company 

decided to increase this development by sinking numerous shallow 

wells 8 or 9 inches in diameter about 300 feet apart, and close enough 

to discharge their waters directly into the company's main conduit leading to Warm Creek. For this purpose two hand rigs were procured 

and 13 wells were sunk, at an average cost of 11.75 per foot, the 

result being an increase of 282 miners' inches (5.64 second-feet). 

These wells were bored through alternate layers of sand and clay to 

water-bearing gravel and bowlders by means of derricks and sand 

pumps.

The total output of this tract, as measured Jane 30, 1898, was 554 

miners' inches (11.09 second-feet), 79 miners' inches (1.58 secondfeet) of which goes to the Ward & Warren ditch, the remaining 445 

miners' inches (9.51 second-feet) being delivered into Warm Creek 

just above the Riverside Water Company's upper caual diversion.

One of the largest wells was sunk on the south side of Warm Creek 

in lot 11, block 51, San Bernardino Rancho. It was commenced in 

January, 1898, and was completed in February, 1898, the total cost 

being $1,100. It is 590 feet deep, has a 10-inch casing of No. 10 iron, 

B. W. G. The water all comes from the bottom, and when completed the well flowed 120 miners' inches (2.4 second-feet). During 

the summer of 1898 a basin was placed around this well and connected by a pipe to the main channel of Warm Creek. Twelve feet 

of pipe was cut off from the top of the well to make it correspond 

with the bed of Warm Creek. This increased the flow to 150 miners' 

inches (3.0 second-feet). The cost of water from this well was $7.33 per 

miners' inch. There are seven wells on this tract, the aggregate flow
42 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

of which in August, 1898, was 340 miners' inches (6.8 second-feet). 

This water is carried in a vitrified clay pipe direct to the natural channel of Warm Creek, with whose waters it mingles, and on its course 

toward Riverside is allowed to pass through the various head gates 

of the irrigating ditches and is not deducted from the other stream 

measured at the Riverside Water Company's upper canal.

During the months of March and April, 1900, the Riverside Water 

Company sunk three wells, to an average depth of 552 feet, in block 

44 of the San Bernardino Rancho. The water all comes from the 

extreme bottom of these wells. The pipes are 10 inches in diameter, 

of No. 12 iron, B.W.G. On May 19, 1900, the total flow of these 

three wells was 420 miners' inches (8.40 second-feet).

Martins well. The Martius well, at Tippecanoe station, on the Riverside Motor Railroad, may be taken as a type of numerous pumped 

dug wells. It was excavated in 1893, is 20 feet deep and 12 feet in 

diameter. The wall is of dried brick laid on a wooden toe of crib 

work. Mr. Martius says that at first he used a steam engine to run 

the pump, but the cost was $3 for a day of ten hours. He now (1900) 

uses a 9-horsepower Webber gasoline engine, and the cost of pumping 

is $1.30 a day, or at the rate of 1.44 cents per horsepower per hour. A 

centrifugal pump is used, and 15 miners' inches (0.30 second-foot) of 

water are raised. This water is used for irrigation and street sprinkling. Ordinarily the cost of gasoline for power is about 33 per cent 

less than this amount.

PUMPING PLANTS.

One feature of special interest in the pumping plants in this valley 

is the use of electric motors for developing power. The mountain 

streams enter the valley on very heavy grades, and when diverted 

from their canyons into canals they obtain as much as 400 or 500 feet 

head in 4 or 5 miles length of conduit. The water is then dropped 

through large steel pressure pipes to nozzles which play on impulse 

water wheels of the Pelton, Knight, or Tuthill make. a These wheels 

have velocities so high that they can be coupled on the same shaft 

with the dynamos, thus eliminating loss by gearing. By means of 

transformers the voltage of the current to be transmitted is "stepped 

up" to from 20,000 to 40,000 volts, i. e., it is driven over the transmission line under very heavy pressure to the point where it is intended 

to be used. It is then " stepped down" to a low voltage for the motor 

which drives the pump. The 3-phase motor is the machine usually 

employed for this work. Numerous plants of this class have been in 

service in this locality for the last two years. They give little or no 

trouble, and are easily started under a load. One attendant can watch 

three or four of these plants when they are situated within distances of

a For description of some of these power plants, see Nineteenth Ann. Kept. U. S. Geol. Survey, 

Pt. IV.
LIPPINCOTT.] PUMPING PLANTS. 43

from a half to a fourth of a mile of one another. The 20-horsepower 

motor and the centrifugal pump is the most popular plant. The motor 

is spherical in shape and only 4 feet in diameter. The amount of current used for power is nietered and paid for at meter rates. Single or 

2-phase motors have been tried for this work, but difficulty is found in 

starting them under a load. A secondary small machine called an 

"exciter" has been used in starting them, but even then trouble is 

experienced. The method of obtaining power by the simple turning 

of a switch, without the usual accompaniments of dirt and heat and 

with the little attendance that is required by a plant of this character, 

is ideal. It is a great improvement over the gas engine. Motors running horizontally, attached to the vertical shaft of the centrifugal 

pump, are now (1900) made, and give increased efficiency.

Descriptions of the pumping plants located east of Mount Vernon 

avenue, San Bernardino, in the Lytle Creek bottom, are given below. 

It is difficult to determine the volume of water pumped, as the pumps 

do not run with uniform speed and usually discharge into pipe lines. 

The statements of owners as to volumes discharged have usually been 

accepted, and while the amounts they give are probably somewhat in 

excess of the average flow, this will tend to compensate for a number 

of minor flowing wells or windmill plants not visited or considered in 

this connection.

East Riverside Pumping Company, Eaynor ranch. In June, 1898, 

the East Riverside Pumping Company was using at one of its wells a 

General Electric 20-horsepower 3-phase motor under 550 volts pressure. The power is measured by meter and costs (1898) 1 cent per 

hour per horsepower for 20-hour days, or $6 a month. The power is 

furnished by the Redlauds Electric Light and Power Company and is 

developed at the drop in the Mill Creek Canyon. In 1898 the electric 

motor was consuming 16 horsepower and was lifting 85 miners' inches 

of water (1.7 second-feet) 28 feet high with a Byron-Jackson No. 6 

centrifugal pump discharging through a 6-inch pipe. The total output from the plant of this company is 221 miners' inches (4.43 secondfeet), as determined by weir measurement in September, 1898. The 

water is carried through the Vivienda pipe line to the East Riverside 

irrigation district.

City of Colton pumping plant. The pumping plant of the city of 

Colton furnishes water for irrigation and domestic use at and near 

that city. Two of the wells (Nos. 2 and 3) are located on what is 

known as the Barnhill and Lamb tract, block 25, San Bernardino 

Rancho. The third well is on the south line of First street. All are 

in the Lytle Creek Basin. These wells are locally known by numbers.

Well No. 1 has a General Electric 20-horsepower 3-phase motor 

applying 14 horsepower in running a No. 6 Byron-Jackson vertical 

centrifugal pump, and on June 27, 1898, it was lifting 121 miners5 

inches (2.42 second-feet) 35 feet high per day of 20 hours, which is
44 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59

equivalent to 101 miners' inches (2.02 second-feet) for a.24-hour day. 

This is a cased well.

Well No. 2 is a 10-inch cased well. A General Electric 20-horsepower 

3-phase motor of 550 volts capacity is running a No. 10 Byron-Jackson 

horizontal centrifugal pump, and in June, 1898, was said to be lifting 

60 miners' inches (1.2 second-feet) of water 34 feet high per day of 20 

hours, equivalent to 50 miners' inches (1 second-foot) for a 24-hour 

day. On September 22, 1898, this plant was furnishing 31 

miners' inches (0.62 second-foot), weir measurement.

Well No. 3 is a 10-inch cased well on the Lamb tract. 

A 10-horsepower 3-phase electric motor with a capacity of 

550 volts is running a Byron-Jackson horizontal centrifugal 

pump which on June 27, 1898, was raising 50 miners' inches 

(1 second-foot) of water 35 feet high per day of 20 

hours, equivalent to 42 miners' inches (0.83 secondfoot) for a 24-hour day. This plant is running 

with remarkable smoothness, there being no jar and 

scarcely any appreciable sound from either pump 

or motor.

Well No. 4 supplies the domestic service 

of Colton. It is of special interest owing 

to the grouping of the wells that are operated from one centrifugal pump. The pump 

is 16 feet below the surface of the ground, 

in a pit. The suction pipe from the pump is

FIG. 1. Plan of city of Colton pumping plant, showing group of wells operated by one centrifugal pump.

led to four cased wells. A deep trench was dug for these pipes. Fig. 

1 shows the location of the wells and pump. This plant is located northwest of the Santa Fe Railroad, at the crossing of Lytle Creek. The 

pump was originally situated on the surface of the ground, but during 

the summer of 1898 it was lowered 16 feet, all of the connections of 

the wells being lowered also. The pump is a No. 8 Byron-Jackson vertical centrifugal, and is operated by a General Electric 20-horsepower 

3-phase motor, which is developing 24 horsepower. On June 27, 1898,
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. VIII

A. PUMPING PLANT NEAR EL MONTE.

B. AIR-PUMPING PLANT NEAR COLTON.
LIPPINCOTT.] PUMPING PLANTS. 45

110 miners' inches (2.2 second-feet) of water were being pumped, and 

on September 22, 1898, 150 miners' inches (3 second-feet), per day of 

20 hours. The wells are all 10-inch cased wells. The pumps were 

lowered because of the falling of the water plane. The plant is entirely 

successful. A plant of similar design is located near Exeter, Cal., 

in the bottoms of Kaweah River.

Pomeroy & Marble wells. The pumping plant of the Colton Terrace Citrus Land Company is at the corner of Mount Vernon avenue 

and Mill street, San Bernardino. A No. 4 Byron-Jackson horizontal 

centrifugal pump is run by an 8-horsepower gasoline engine. There 

is one well (cased) 100 feet deep, from which on June 18, 1898, 40 

miners' inches (0.80 second-foot) were being lifted 32 feet. On that 

date there was also an artesian well furnishing water to this system 

from this locality. The latter well was flowing 40 miners' inches (0.8 

second-foot).

Colton Terrace Orange Land and Woier Company. The wells of 

this company are four in number and are from 200 to 300 feet deep. 

They are 7-inch cased wells and are about 150 feet apart. This plant 

is of special interest, as the water is lifted by an air system. A 

20-horsepower single-phase electric motor costing $700 was originally 

used to operate a Stillwell-Bierce air compressor. The electric motor 

was a failure and it was replaced by steam. From the air compressor 

the air is conveyed through a reservoir to a distributing pipe system. 

Thirteen horsepower is now being expended; but it is proposed to 

increase the number of wells, when more power will be required. The 

wells are bored and cased and a f-inch air pipe is run down to almost 

the bottom of each well. A stopcock is placed near each well to regulate the volume of air entering it. (See PI. VIII, B.) The water is 

raised by the expansion of the air in the lower portion of the well 

pipe. The feature of special value in the system is that the lifting 

force can be indefinitely distributed to the numerous wells in the 

various localities. The illustration (PL VIII, B) shows a well into 

which an excessive amount of air has been admitted. Ordinarily just 

enough air is passed to produce a flow about 2 or 3 inches above the 

top of the well. The water stands naturally at a level of 20 feet below 

the surface. On June 30, 1898, the wells were producing 98.5 miners' 

inches (1.97 second-feet). This system of pumping does not as a 

rule give a working efficiency of more than 35 per cent and is proving a disappointment in several localities. In 1900 this method of 

pumping had been discontinued at this plant.

In PL VIII, A, is shown a pumping plant near El Monte. The 

water supply is from five cased wells in the gravel beds below the 

mouth of San Gabriel Canyon. The output is approximately 500 

miners' inches.

Bloomington pumping.plants. The water flowing in the Bloomington flume is as combination of 100 miners' inches (2 second-feet) of
46 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

Lytle Creek water for the domestic supply of the city of San Bernardino and the output of three pumping plants in the Lytle Creek 

Basin. The irrigation water is being used near Bloomington, on the 

Citrus Belt irrigation district. The pumping plants are 

No. 1: A 20-horsepower gasoline engine expending three-fifths of 

its indicated power is pumping from a 10-inch cased well 400 feet 

deep. A No. 5 Byron-Jackson centrifugal pump is used, which on 

September 12,1898, was lifting 56 miners' inches (1.12 second-feet).

No. 2: A 20-horsepower Daniel Best gasoline engine using 16 horsepower is running a Byron-Jackson centrifugal pump which lifts from 

a 10-inch cased well 469 feet deep 100 miners' inches (2 second-feet) 

of water. The water is raised 22 feet. On June 18, 1898, the plant 

was pumping 115 miners' inches (2.3 second-feet) and on September 

12, 1898, it was pumping 100 miners' inches (2 second-feet).

A Pelton wheel is run from 100 miners' inches of water, which is 

dropped 80 feet from the Lytle Creek Improvement Company's canal, 

about li miles north of the base line at the west bank of the Lytle 

Creek Wash, and develops 24 horsepower. On June 18, 1898, 110 

miners' inches (2.2 second-feet) of water were being raised 46 feet from 

two wells and conveyed to the Citrus Belt irrigation district, near 

Bloomington.

Minor pumping plants. Johnson & Hubbard have two 10-inch 

cased wells, one 190 and the other 260 feet deep. In June, 1898, a 

3-phase electric motor developing 26 horsepower and a Byron-Jackson 

centrifugal pump were used to lift 120 miners' inches (2.4 second-feet) 

of water 40 feet high. The well furnishing the supply is located near 

the corner of Mill street and Mount Vernon avenue, San Bernardino. 

This water irrigates orange land north of Colton. The plant is used 

at intervals of a few days.

A well 2 miles northeast of San Bernardino is operated by an electric motor and a centrifugal pump. On September 9,1898, it was discharging 25 miners' inches (0.50 second-foot). The water is being 

used on the Chinese gardens at the point of development. This well 

is pumped from only at intervals of about ten days. It is at the corner of the base line and Waterman avenue.

There are several other small pumping plants using water a few 

days each month which are not described here, because they are of 

relatively small importance.
LIPPINCOTT.] TEIBUTAEY STEEAM8. 47

STREAMS TRIBUTARY TO SAN BERNARDINO VALLEY 

ABOVE AND BELOW SLOVER MOUNTAIN.

For the purpose of making comparisons between the surface waters 

entering San Bernardiiio Valley above and below Slover Mountain, the 

following table of discharge measurements made in the summer of 1898 

is introduced. It must be remembered that the summer of 1898 was 

preceded by a series of unusually dry years, and that the streams of 

the State were then at an extremely low stage. Mill Creek and Santa 

Ana River were visited by local storms during the latter part of 

August, and the flow from the Santa Ana had been specially 

reenforced by the water discharged from the Bear Valley reservoir, 

which regulates the flow from 54 out of 188 square miles of its 

drainage basin. The flow of Plunge Creek has been reenforced by 

development works in the bed of its canyon.

Discharge measurements of mountain streams in San Bernardino Valley above

Slover Mountain, 1898.

Stream.

Mill Creek--... . ------------

Do.....-...... ..--.--.

Total. .................

Total-..... ...

ing mountain streams.

Point of measurement.

meat.

(inchiding B o 1 e n 

tunnel, 1.34).

. do. . .

ment water.

Springs.

Canaigre Co.

Date.

...do.--...

...do... 

...do......

 do.. .

..-do.. 

..-do.-.-.

June -----

...do ...

 do.. .

Discharge.

Sec.-feet. 

1.00

18.10

.28

40.30

3.26

3.03

2.05

3.13

10.73

79.88

71.35

66.86

138.11

79.88

58.33

Date.

... do.- ...

.....do.... 

.... .do.. 

.....do.-.-....

September- . -

Discharge.

Sec.-feet. 

0.50

13.07

.38

37.91

.30

.07

.73

.38

10.01

63.15

78.31

66.38

144.69

63.15

81.54

a Estimated.

Discharge measurements of mountain streams in San Bernardino Valley oelow

Slover Mountain, 1898.

Stream.

Cucamonga Creek ...........

Total. -_.-.. ...... ......

Point of measurement.

In canyon...... ......

Date.

... ..do . 

.....do....

July 1 

..... 'do... .

 do 

Discharge.

Sec.-feet. 

6.43

"3.08 

"1.40

.46

7.00

3.75

21.13

Date.

August 26 .

.....do..-..-. 

.. ..do. ....

July 31. .

Discharge.

Sec.-feet. 

5.18

1.04

.70

.16

7.00

3.00

17.08

'Estimated.
48 WATEK IN SOUTHERN CALIFORNIA, PAKT I. [NO. 59.

Return waters in San Bernardino Valley below Slover Mountain and above Riverside Narrows, 1898.

Stream. Point of measurement.

E. Riverside.

Mountain.

below bridge.

south of county 

line.

side.

Date.

.....do.....

.....do .

Discharge.

Sec. -feet. 

10.27

2.93

5.68

8.94

47.63

75.44

Date.

.....do. _.._...

Discharge.

Sec.-feet. 

'8.50

1.27

4.87

8.50

39.05

62. 19

Return waters in San Bernardino Valley between Riverside Narrows and the lower 

Santa Ana Narrows below Rincon, 189S.

Stream.

Griffiths ditch. ..............

Do... ..................

erside arid Rincon Narrows.

Slover Mountain and Riverside Narrows.

tween Slover Mountain and Rincon.

streams between Slover 

Mountain and Rincon.

water between Slover Mountain and 

Rincon.

tain.

return water in San 

Bernardino Valley 

above Rincon.

Point of measurement.

below Riverside 

Narrows.

2S.,R.6 W.

3S.,R.7 W.

low Rincon. 

At Red Hills........

below Rincon.

rows.

Date.

.....do .

.....do. 

.....do....

.....do...

Discharge.

Sec.-feet. 

3.75

9.99

4.80

3.18

"6.80

79.81

108.33

47.63

60.70

75.44

136.14

21.12

115.03

58.23

173.35

Date.

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

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

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

Discharge.

Sec.-feet. 

"3.75

"9.99

a 4 go

4.15

*6.80

62.67

92.16

39.05

53.11

62.19

115.30

17.08

98 23

81.54

179.76

1 Estimated. b Includes 1 second-foot developed at mouth of Cucamonga Canyon.
LIPPINCOTT.] TRIBUTARY STREAMS. 49

In considering the volume of return water at Riverside Narrows in 

the summer of 1898, as compared with the amount of irrigation water, 

the water that is applied for irrigation below the Colton or Bunker Hill 

dike should be included. A divide occurs about 1 mile west of Arlington, to the west of which the drainage is into Ternescal Creek and not 

into Santa Ana River above Riverside Narrows. A portion of the 

water of the Riverside Water Company and the Gage canal a varying quantity, probably 1,000 miners' inches in average volume is 

applied to alfalfa fields and orange lands south of this divide. It is 

quite possible, however, that a portion of the water applied to the 

higher lands north of the divide and southwest of Riverside finds its 

way to the north of the divide.

Discliarge measurements of Santa Ana River.

Date.

1888. 

July 16. .......... .

July 17. ...........

Do ..........

August 23. ........

September 14 ..... 

September 15 .....

1889.

August 14 ........

September 27 _ . . _ . 

September 28 .....

1890.

1891. 

September 9 ...... 

September 10 - . . . .

1893. 

September 10..... 

September 11.....

1899.

1900. 

July 28. ...........

Point of measurement.

.....do. _ ........ .......................................

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

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

..-..do-........--.-...---.........--.--. -........--.- ...

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

Discharge.

Miners' in. 

505.0 

525.0 

728.5 

425.5 

664.5 

474.0 

709.5

550.0

777.5 

560.0 

832.5

937.9 

1, 112. 5

775.0 

1,281.5

1,469.1

2,171.4

2,655.0

2,992.0

2, 722. 0 

3,487.0

Sec.-feet. 

10.10 

10.50 

14.57 

8.51 

13.29 

9.48 

14.19

11.00 

15.55 

11.20 

16.65

18.76 

22.25

15.50 

25.63

29.38 

43.43

53.10 

5U. 83

54. 45 

O'J. 74

Of the foregoing measurements those for 1888 to 1892 were made 

by F. C. Finkle while he was chief engineer of the Jurupa Land and 

Water Company and the Stearns Ranchos Company. These measurements show the gradual increase, despite the drought, in volume 

of flow of the river at this point, due to the extension of irrigation on 

lands above.

IBR 59 02 4
50 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

Estimated monthly discharge of Santa Ana River and Santa Ana canal 2 miles 

above mouth of its canyon above Redlands, near Warmsprings.

[Drainage area, 188 square miles.]

Month.

1896.

1897.

August.....--.--..-.. .....................

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

1897.

1898.

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

The year.. .-...--. ........... .

September......'...-.......- [*a] [ 

January-18":.. \** ~~

February. ............... . {«£« --

March.-. ..-. -..-- {S ---

April ...................... {gj --

May. ...................... ....{^ --

June .......................... ]g^i--

Tnlv (River .... July.. ......................... -]Cau&l

August. .-. ]^--

The year _ . ............ ............

1899.

1900.

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

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

Discharge in secondfeet.

Maximum.

91

186 

56 

48

lot

585 

465 

190 

113 

86 

102 

100

585

81 

270 

59 

38

67 

86 

51 

43 

157 

62 

58 

61

~70

45.0

36.0 

34.0 

38.0

34.0

34.0

48.0

34.0

26.8

34.0

28.5

19.0

48.0

12

19 

49 

36

36 

23 

28 

43 

250 

25 

25 

12

250

Minimum.

41 

54 

34 

37

35

77 

70 

113 

48 

60 

70 

54

35

58 

45 

40 

29

42 

43 

36 

37 

34 

40 

38 

36

29

28.0

19.0 

18.11 

22. 0

21.5

26.5

24.0

21.5

19.0

19.0

19.0

11.0

11.0

10 

12 

17 

18

19 

20 

20 

19 

20 

19 

11 

9

9

Mean.

69 

71

37 

39

68 

185 

124 

150

76 

79 

83 

75

88

67 

54 

45 

33

49 

48 

40 

39 

61 

48 

43 

43

48

38.0 

2.0 

26.0 

22.0

33 0

25.9 

2.0 

27.3 

4.0 

31.6 

7.0 

24.5 

5.0 

22 2 

2.0 

22.1 ~o!o

22.3 

0.0 

12.7 

0.0

24.7

12 

17 

. 2\

23

23

22 

23 

25

57 

22 

19 

11

23

Total in 

acre-feet.

4,124 

4,372 

2,148 

2,4a5

4,179 

10,282 

7,014 

8,899 

4,690 

4,723 

5,077 

4,628

62,571

3,968 

3,347 

2,678 

2,040

2.987 

2, (588 

2,448 

2,333 

3,727 

2,840 

2,625 

2,653

34,334

1 2,223

1,581 

1,285 

1,364

| 1,593 

I 1,516 

} 1,943 

} 1,458 

| 1,365 

| 1,315 

} 1,371 

| 781

17, 795

690 

1.015

1,268 

1,427

1,414 

1,222 

1,414 

1,488 

3,505 

1,309 

1,168 

676

16,596

Run-off.

Depth in 

inches.

0.41 

.44

!24

.41 

1.02

.75 

.88 

.46 

.47 

.50 

.46

6.25

.39 

.33 

27 

!21

.30

.27 

.24 

23 

.37 

.28 

.26 

.26

3.41

0.22

.16 

.13 

.14

.16 

.15 

.19 

.14 

.14 

.13 

.14 

.08

1.78

0.07 

.10 

.13 

.14

.14 

'.U 12 

.14 

.35 

.13 

.12 

.07

1.65

Secondfeet per 

square 

mile.

0.37 

.38 

.19 

.21

.36

.98 

.66 

.79 

.40 

.42 

.44 

.40

.47

.35

29 

!24 

.18

.28 

.26 

.21 

21 

.'32 

.25 

.23 

.23

.25

0.20

.14 

.12 

.12

.14 

.15 

.17 

.13 

.12 

.12 

.12 

.07

.17

0.03 

.09 

.11 

.12

.12 

12 

!l2 

.13

.30 

12 !io

.06

.12
LIPPINCOTT.] TRIBUTARY STREAMS. 51

Estimated monthly discharge of Santa Ana River and Santa Ana canal 2 miles 

above mouth of its canyon above Redlands, near Warmsprings Continued.

Month.

1900.

1901.

Discharge in secondfeet.

Maximum.

16 

16 

1,564 

31

600 

510 

114 

107 

68 

44 

42 

200

1,564

Minimum.

11 

12 

14 

25

31 

48 

45 

39 

35 

30 

34 

31

11

Mean.

12 

14 

107

28

78 

194 

68 

43 

42 

37 

38 

50

59

Total in 

acre-feet.

714 

861 

6,367 

1,722

4,796 

10, 774 

4,181 

2,559 

3,582 

2,302 

2,337 

3,074

42, 169

Run-off.

Depth in 

inches.

.07 

.08 

.63 

.17

.47 

1.07 

.41 

.26 

.25 

.22 

.23 

.31

4.17

Secondfeet per 

square 

mile.

.06 

.07 

.57 

.15

.41

1.03 

.36 

.23

.22 

.20 

.20

27

.31

Drainage areas of Santa Ana River above Rincon.

South of Mill Creek .............................................

Mill Creek......................................................

Santa Ana River ............ -_.--....-.------.--__.- ............

Plunge Creek....... ............. _. ..........................

Reservoir between Plunge and City creeks ...._....._.. ..........

City Creek ........ ........ ..--_..-._.. ........ ...._.-....._.

Drainage between City and Sand creeks --_..-. ..--...----.-......

Sand Creek .............. .............................. .......

Little Sand Creek ..........-.---.... ... .... .....-....._.....

Drainage between Little Sand Creek and East Twin Creek .......

East Twin Creek ................................................

West Twin Creek... ............... .............................

Drainage between West Twin Creek and Devils Canyon ..........

Devils Can yon........................................... .......

Cajon Pass Basin......__....---.---__ .................. _. .....

Sycamore Flat ..--.---.-...-.-.---..- ......... .-...---......_...

Lytle Creek ........ ..._. ...................... ................

Square miles.

.----. 10.0

...... 46.2

...... 208.2

...... 17.1

...... 2.7

.,.._. 21.6

...._ 1.9

...... 3.2

...... 1.6

 ... 2.5

...... 9.2

...... 5.3

...... 4.0

...... 7.1

...... 88.0

. ... 2.8

...... 51.9

Total mountain drainage above Colton............. ................. 483.3

Crafton Hills and San Timoteo Basin.. ---............,............._..... 135.0

San Bernardino valley lands above Colton ..... ...._............,_ ...... 132.0

Total drainage area above Colton ..-.....-..................._...... 750.3

Mountain drainage above Rincon and beloiv Colton,

Square miles.

Drainage north of Grapeland ................ ..................... ...... 2.7

San Savain Canyor .....-.._-......-.-----..-....... ..................... 2.4

Morse Canyon.,... .............. ..... ................. ................ 1.9

East Etiwanda Canyon ........ ....................._............... ... 3.2

Day Canyon........................................ ........ ........... 6.9

Deer Canyon ..... ........................................ .............. 4.2

Drainage between Deer Canyon and Cusarnonga Canyon......... ........ 3.7

Cucamonga Canyon. .........-..--....-. ............................... 11.0
52 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.69.

Square miles. 

Drainage between Cucamonga Canyon and San Antonio Canyon ...... .... 1.2

Sau Antonio Canyon .--..._._ .. ........................................ 26.7

Thompson Creek .. ..... .. .... ....................................... 5.5

Liveoak Creek....-.--...................-..--.--. ........................ 2.7

Total in mountains .. ..... __ .... .. ........ ......... ____._..__ 72.1

Foothills around Riverside... ......... ............ .._... .. k .... ..... _. 62.0

Flat valley land between Riucon and Colton ... -....--......-...... .. .393.0

Teuiescal Creek hills below Elsinore Lake ................. .... .......... . 163.1

Ghino Creek foothills...... ...... . ............... ..................... 22.5

Summary of drainage areas.

Square miles. 

Mountains above Colton ................. .. - ...._-..--..--.-.-.-.. 483.3

Mountains above Rincon and below Colton . . . . _. _.......--..- 72.1

Total in mountains above Rincon.--..--....---....-...-..-.....-- 555.4

Hills above Colton.................... ........................... 135.0

Hills around Riverside ............... ...... ............ ....... 62.0

Hills of Temescal Creek below Lake Elsinore........... . ........ 163.1

Hills of Chino Creek ...... ........ .....-...._............ ..... 22.5

Total in hills above Rincon............-----..---...._.----...--.. 382.6

Valley above Colton...... .... ....... ...... ............ ....... 132.0

Valley below Colton and above Rincon..... ....--..........----.. 393.0

Total in valley above Rincon...........-._....._....... ... ...-.-. 525.0

Total drainage area above Rincon . .. ... ....-....---. ........ 1,463.0

The precipitation for the seasons 1896-97 and 1900-1901 was about 

normal. Each year, however, was preceded by droughts. The discharge in second-feet per square mile of drainage basin of Santa Ana 

River proper, as given in preceding tables, was 0.45 second-foot per 

square mile in 1896-97, and 0.31 second-foot in 1900-1901. An estimated discharge for normal years of 0.40 second-foot per square mile 

from the mountainous portion of the basin above Colton is believed 

to be conservative. As the percentage of run-off increases with the 

depth of rainfall, the average annual discharge is greater than the 

run-off in years of average rainfall. The Bear Valley reservoir, which 

regulates the discharge from a portion of the basin of Santa Ana 

River, was completely emptied during both of the years mentioned, 

and consequently does not affect the totals. A portion of the larger 

floods are known to pass Colton, and are permanently lost so far as 

the gravel beds above Colton are concerned. Little surface run-off 

would occur from the flat and sandy valley lands and hills, but certainly an appreciable amount of the rainfall would sink into the 

ground and increase the underground supply. The latter supply is 

believed to be sufficient to offset the loss due to a portion of the larger 

floods passing the Colton dike unabsorbed. It is not claimed that 

these quantities are capable of exact determination. Many and 

expensive observations would be necessary to ascertain this, but it is 

thought that an estimate based upon existing data and experiences
LIPPINCOTT.] TKIBUTAKY 8TEEAM8. 53

gained elsewhere will be of interest on this important subject. While 

the run-off per square mile of the Cajon Pass Basim is known to be 

less than that of the Santa Ana proper, that of Mill Creek and Lytle 

Creek is greater, and the Santa Ana Basin is probably typical of the 

average. The estimated annual run-off, in second-feet per square 

mile, from the 483 square miles of mountain drainage basins tributary 

to San Bernardino Valley above Colton, assuming the run-off to be 

0.40 second-foot per square mile, is 193.3 second-feet. During average years probably 50 per cent of this is diverted for irrigation at the 

mouths of the mountain canyons, and half of the water applied for 

irrigation may be assumed to be lost by evaporation, the remainder 

sinking into the ground. Thus one-fourth of the discharge from the 

mountains may be considered as permanently lost during average 

years, leaving a net remainder of 75 per cent, or 145 second-feet, as a 

reasonable estimated annual recharge of these gravels.

In June, 1898, the total seepage and return water entering San 

Bernardino Valley above Rincon was 274.25 second-feet, as shown in 

the foregoing tables, and at the same time the aggregate flow from 

the surrounding mountain drainage basins was 101 second-feet, 

making a total of 375.25 second-feet. The developed water around 

Pomona (amount not known), however, is not included, and portions 

of the return water obtained near Colton and used around Riverside doubtless return to the river above Rincon. It is difficult, however, to analyze the situation further than has been done. Despite 

the recent dry years the increased flow of the river at Auburndale 

bridge is in all probability due to increased irrigation in the valley, 

particularly near Riverside, and is especially significant.

The Cucamonga Water Company derives its water from the Red 

Hills. The company supplies Cucamonga proper, also North Ontario, 

and irrigates about 5,000 acres of citrus fruits. In August, 1898, 

there were in addition 52 miners' inches (1.04 second-feet) of water 

developed at the mouth of Cucamonga Canyon. The Red Hills are so 

named from the red clay occurring there, which forms a dike across 

the sand and gravel drainage lines of Cucamonga Creek. This 

forces the underground water to the surface, where it appears in 

springs and cienagas. There is an aggregate length ot 8,000 feet of 

tunnels in this water-bearing land. There aje 36 miles of G-iuch drain 

tiles in the distribution system.
54 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

The following is a compilation of all available measurements:

Discharge measurements, in miners' inches, of cienagas and water developments 

at Red Hills, near Cucamonga.

EAST SIDE.

Date.

Sept. 'X, 1885

Nov. 30, 1886

July 24, 1887

July 13, 1888

July 13, 1889 

July 14, 1890

Do ......

July 14, 1893

Sept. 15, 1894

Aug. 30, 1896

Aug. 10,1897

Aug. 5,1897

Aug. 13, 1898

Apr. 1,1899

Do .....

Aug. 21, 1899

Feb. 3 and 5,

1900.

Observer.

Wm. M. Fitzhugh ..

J. P. Culver. ......

E.T. Wright... .

J. P. Culver... ...

.....do....-...-.'.....

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

F. E. Trask __--.. ....

... ..do.. --_--.-.----

N.W.Stowell.......

F.E. Trask. .--..-..

N.W.Stowell-.-- 

and Finkle.

a 

3

i

X*J

.fc 1""1

 3 

 8

01t-, 

U

235.36

261.43

147.50

155. 78

184. 58 

260.03

 466. 82

160.31

198. 53

132.40

104.90

76.68

107.25

107.25

' 91. 58

'97.06

Div. boxNo.1,6-inch line Yadtunnel 

(built 1886-87).

64 67

169. 50

183.61

163.57 

328 53

238.04

182. 84

154.87

137.90

120.10

95.91

98.30

98.20

so on

77 32

China cienaga.

51.73

11.46

"10.00

18.10

13.37 

17.32

18.50

13.14

31.00

11.35

10.50

7.84

»5.00

8

SB

a

!U00 <D 

H

h a

1*

® a

5

"3 03

3 0°

"2.00

" 13. 59

9.78 

10.85

11.35

"8.00

"7.00

"7.00 »°9.42

9.42

a 47. 00

'35.60

(«)

17.06

(built Y tunnel prior to

1886).

f 9.61 

1 6.61

1 16.22

163.00

138.62

136.23 

156. 01

165 55

152.42

141. 10

» 110. 60

72.60

56.17

54.88

below Cienaga tunnel 

No.l.

! 

46.43

48.35 

72 52

72.49

41.74

"44 27

24.78

®

J

+3

§S

|l

13

O

H

293. 31

337.56

327.00

357.49

361.43 

505.88

523.36

a56.29

374. 40

281.55

235.50

180.43

305.45

310.45

172.53

174.28

Total.

295.33

339.57

330.00

371.08

371.30 

516. 73

534.61

364.29

381.40

288.55

344.93

237.43

246. 05

1" 199. 53

\ 247.53 

191.34

a Estimated.

b Tunnel.

c Extent of tunnel begun August 11.

d Measurement by N. W. Stowell.

" March 15.

'Including China cienaga. 

« Flow, 37.00; pumped, 75.00. 11 Flow.
LIPPINCOTT.] TEIBUTAEY STEEAMS. 55

Discharge measurements, in miners'1 inches, of cienagas and water developments 

at Red Hills Continued.

WEST SIDE.

Date.

Sept. 26, 1885

Nov. 30, 1886

July 24,1887 

July 13, 1888 

July 13, 1889 

July 14,1890 

Do ...... 

June 29, 1893 

Julv 14,18ft* 

Sept. 15, 1894 

June 12, 1895 

June 14. 1896 

Aug. 20,1896 

Mar. 2,1897 

Aug. 10, 1897

Aug. 5,1897

Aug. 13, 1898 

Aug. 14, 1898 

Apr. 1,1899 

Do ......

Aug. 21, 1899 

Aug. 25, 1899

Feb. 3 and 5,

1900.

Feb. 11,1900

Observer.

Win. M. Fitzliugh.

J. P. Culver ....

J. P. Culver ... 

E.T.Wright ...

J. P. Culver .... 

E T Wright

of Spring northwest 

portal. tunnel No.2, 

56.47

9.50

13.67 

3.14 

3.94 

3.08 

3.14

.....do ....-.--.-;.-.-

.....do .......... -----

.....do......---- -----

N. W.Stowell-. .00

N. W.Stowell-. -.

N. W.Stowell..

(HI

.00

.on

N. W.Stowell-. .CO 

do -----

Newnian and 

Finkle. 

E.T.Wright ...

E. T. Wright 

and F. C. 

Finkle. 

N e w ni a n , t 

Trask and 

Finkle. 

Tras k and 

Finkle.

.00 

00

.00

of cienaga D. West 

45.27

5. 70 

97.80 

.90

104.40 

31.90 

38.89 

40.53 

71.98 

81.78

22.00

20.00 

7.00

27.00

Picnic cienaga C. spring, 

»9.00

18. 40

10.00 

5.38 

17.33 

30.53 

31.47 

13.39

UK)

]..

e24. 00 ». 50

1 15.49

3. i3

3.91

3.81 .56

wells Artesian Nos.1

and 2.

Fall' 97 

15.14 

15.14 

13.98 

14.29

23.00

'20.25

h !3.00

7 90

2.68

1.45

1.20

Tiburcio spring.

 1 00

2.16

"1.00 

1.59 

1.81 

.92 

2.38

.00

.00

Tunnel No.2,90-acre on

tract.

 =17. 70 

54.02 

173. 82 

75.42

36.45

"18.00

41.40

61.80

55.90

China garden.

(b) 

"16. 76

16.76

"16. 76

"16. 76 

"16. 76

.00

.00

Stowell wellsand tun-nel above90-acre tract.

-----

.....

00

46 00

92. 40

76 H5

Rain previous season.

10.81

21.83

14.50 

17 76

W 97

25.45 

ifl'sfl

8 13

?0 98

811

16 74

8 ?A

7 49

Total tract. 90-acre on 

111. 74

134.46

73.33 

98.60 

149.53 

211. 07

225.24

total Red Hills. Grand for

406. 07

474.03

402.33 

469.68 

520.73 

727.80 

759. 85

..... .1

64.00

89. 15

63.50

6~7.6i

61.47

J.352.55

L-534.07 

}290.93

W. 14

OKO Q1 f*»_)fi. Ol

"Estimated.

b China garden included in cienaga D.

"Construction begun in January, 1888.

d Length, 2,600 feet.

e Caved in.

f August 4, well No. 2 cut. 

e June 12, not pumped. 

h July 24, not pumped. 

1 March 15.
56 WATER IN SOUTHEKN CALIFOBFIA, PART I. [NO. 59.

The following diagram, fig. 2, shows the relation that exists between 

the rainfall and developed water at Red Hills:

Miners'! g8g8|§glg8§§i§gilggl T

800

600

5

 0

<o M

§

"" 400




(01

£

A

s

200

100

0

:

'

/

xx

X

\

\

\'

 

\

\

/

0S

// $ /1

^-^

*

?

,

/

<j

/

/

/

.'

-

,'

<?/

e"/

1

/

-

/'

'.J«X VSJA

-^

0/T/fA

\

\

\

\

\

$:'

*l

"*- v

**

^

\

X

7 nAh

, >

' <^-

^

\

J

%

~~

C'E»*

>.

 ~-

 SA

25

20

CM 15 .aOS

P5

10

5

FIG. 2. Diagram showing relation of rainfall to developed water at Red Hills. Dotted line 

snows rainfall, in inches, as measured at San Bernardino; dot-and-dash line shows discharge, in 

miners' inches, from all of the developments at Red Hills, exclusive of the Stpwell wells; dash 

line shows discharge, in miners inches, of east cienagas and Y tunnel, exclusive of Lone Star; 

heavy solid line at bottom shows discharge, in miners' inches, from 90-acre tract at west end of 

hill, exclusive of the Stowell wells.

From 1888 to 1900 many lineal feet of tunnels were run and numerous wells were sunk at the Red Hills for new water supplies, but in 

spite of this development the amount of water available materially 

diminished from 406 miners' inches to 253 miners' inches. Although 

this decrease is influenced by the diminished rainfall during the 

period, it is improbable that all of the work performed resulted in 

much if any permanent benefit to the irrigators. The gravel beds 

above the Red Hills are much smaller than those above Colton, and 

consequently are more quickly drawn down. The chief question in 

situations of this kind is how large a water supply can be counted 

upon to recharge the underground reservoir. This can be determined 

by measuring the area of the tributary drainage basin from the topo-
LIPPINCOTT.J TRIBUTARY STREAMS. 57

graphic atlas sheets of the United States Geological Survey. To this 

area should be applied the mean annual run-off. In this case the 

mean annual run-off, in second-feet per square mile, can be obtained 

from a study of records of discharge of San Gabriel and Santa Ana 

rivers. The Red Hills are shown on the Cucamonga atlas sheet of 

the Geological Survey, and are 2 miles northeast of North Ontario.

Estimated monthly discharge of San Gabriel River and canals near Azusa. 

[Drainage area, 333 square miles.]

Month.

1895.

1896.

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

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

August.. _ ... _ ........ _ .............

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

1896.

December ............. ............ _ . ....

1897.

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

1897.

1898.

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

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

1898.

1899.

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

Discharge in second - 

feet.

Maximum.

39 

33 

50

57

51

54 

169 

91 

43 

36 

15 

36

169

18 

188 

40 

37

147 

1,713 

1,765 

370 

196 

91 

53 

34

1,765

33 

1,640 

34 

34

63

70 

83 

37 

83 

30 

15 

9

1,640

10 

10 

11 

18

. 33

38 

40 

38

Minimum.

39

37 

39 

37

36 

36 

38 

40 

39 

13 

9 

9

9

11 

10 

15 

17

35 

64 

394 

201 

94 

54 

37 

33

10

18

33 

31

38

37 

33 

28 

25 

35 

14 

9 

5

5

6 

8 

8 

13

15

30 

18 

16

Mean.

33.0 

39.0 

40.0 

42.0

37.0 

41.0 

111.0 

54.0 

36.0 

19.0 

13.0 

14.0

39.0

13.0 

34.0 

19.0 

33.0

58.0 

345. 0 

466.0 

394.0 

145.0 

68.0 

38.0 

26.0

136.5

31.0 

91.0 

33.0 

31.0

40.0 

40.0 

35.0 

33.0 

36.0 

19.0 

11.0 

7.0

33.0

8 

9 

10 

14

33 

33 

36 

31

Total in 

acre-feet.

1,938 

1,811 

3,393 

2,561

2,375 

2,358 

6,835 

3,213 

2,314 

1,131 

738 

861

28,307

774 

1,476 

1,131 

1,353

3,617 

19, 146 

28,623 

17,519 

8,851 

4,033 

3,343 

1,613

90, 479

1,226 

5,595 

1,860 

1,875

2,453 

2,241 

3,131 

1,950 

2,333 

1,159 

673 

456

23,841

467 

533 

580 

833

1,414 

1,244 

1,633 

1,363

Run-off.

Depth in 

inches.

0.16 

.16

.30

.33

.20 

.19 

.58 

.38 

.18 

.09 

.06 

.07

2.39

0.07 

.13 

.09 

.12

.39 

1.58 

2 43 

l'.48 

.75 

.34 

.30 

.14

7.61

0.10 

.47 

.15 

.16

.20 

..19 

.18 

.17 

.19 

.10 

.06 

.04

2.01

0.04 

.05 

.05 

.07

13 !ii

.14 

.11

Second -feet 

per square 

mile.

0.14 

.13 

.18 

.19

.17

.18 

.50 

.35 

.16 

.08 

.05 

.06

.17

0.06 

.11 

.OM 

.10

.36 

1.55 

2.10 

1.33 

.65 

.31 

.17

. liV

.57

0.09 

.41 

.14 

.14

.18 

.18 

.16 

.15 

.16 

.09 

.05 

.03

.15

0.04 

.04 

.04 

.06

.10 

.10 

.13 

.10
58 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59. 

Estimated monthly discharge of San Gabriel River and canals near Azusa Cont'd.

Month.

1899.

1899.

1900.

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

July. -.... .- -. -.- --....

1900,

1901.

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

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

Discharge in secondfeet.

Maximum.

17 

33 

4 

6

40

6 

35

34 

39

89 

33 

30 

36 

86 

33 

10 

5

89

6 

6 

5,300 

53

1,450 

3,605 

440 

130 

373 

93 

41 

37

5,200

Minimum.

13 

5 

3 

4

3

3 

4 

10 

16

18 

16 

13 

16 

8 

4 

4

3

3 

4

5 

31

38 

137 

135 

95 

83 

41 

34 

15

3

Mean.

14 

10 

4 

5

14

37

13 

14 

30

33 

30 

30 

17 

37 

15 

6 

4

30

4

5 

186 

40

169 

696 

331 

110 

131 

63 

30 

30

139

Total in 

aero-feet.

843 

565 

331 

295

9,878

3,302 

738 

833 

1,330

1,968 

1,150 

1,230 

1,012 

2,275 

893 

369 

246

14, 146

238 

307 

11,068 

2,460

10,391 

38,654 

13,589 

6,545 

7,440 

3, 749 

1,845 

1,240

97,536

Run-off.

Depth in 

inches.

0.07

.05 

.03 

.03

.86

0.19 

.06 

.07 

.10

.16 

.09 

.10 

.09 

.30 

.08 

.03 

.03

1.19

0.02 

.03 

.93 

.21

.87 

3.37 

1.15 

.56 

.63 

.31 

.16 

.10

8.33

Secondfeet per 

square 

mile.

0.06 

.04 

.03 

.02

.06

0.17 

.05 

.06 

.09

.14 

.09 

.09 

.08 

.17 

.07 

.03 

.03

.09

0.03 

.03 

.84 

.18

.76 

3.14 

1.00 

.50 

.55 

.38 

.14 

.09

.63

Discharge measurements of mountain streams of San Gabriel Basin, 1898.

Stream.

San Gabriel River

Total.......

Point of measurement.

Power company headworks 

(includes developed water).

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

Date.

Julyl .

Julyl... .

July......

Discharge.

Sec. -feet. 

15.37

.34

15.71

Date.

August 33. .

Discharge.

Sec.-feet. 

7.38

.05

.06

.00

7.49
LIPPINCOTT.] KIVERSIDE DISTRICT. 59 

Return waters of San Gabriel Basin near El Monte Narrows, 1898.

Stream.

"Whittier ditch.....

Do ..............

San Gabriel Eiver.. 

Do ..............

Do ....__........

Total flow in

narrows.

turn water.

Point of measurement.

First channel B a 1 d w i n ' s 

road.

Date.

July 3. :..

.....do....

.....do ... 

.....do....

.....do....

.....do....

.....do....

.....do....

.....do....

.....do....

Discharge.

Sec.-feet. 

1.83

1.40

9.06

8.79 

6.18

3.36

2.44

39.79

62.85

15.71

47.14

Date.

. _ .do.... _ .

.....do.-..._-

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

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

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

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

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

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

.....do.... 

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

Discharge.

Sec.-feet. 

1.80

1.40

6.88

7.81 

6.17

.63

.00

27.91

52.60

7.49

45.11

For a description of the settlement of the San Bernardino and Redlands districts, see the Nineteenth Annual Report of the United States 

Geological Survey, Part IV.

RIVERSIDE DISTRICT. 

HISTORY.

The first irrigation movement in the Riverside district was made 

by the Silk Center Association in November, 1869. This was a colonizing enterprise for the production of raw silk. Arrangements were 

made for the purchase of 5,000 acres of land from the Jurupa and 

Rubidoux ranches, and 1,400 acres of Government land were occupied 

under the United States land laws. The town of Jurupa was started 

on these lands, the name being changed in 1870 to Riverside. This 

association filed the first water notices for the settlement and began 

the construction of a canal in 1870. Silk culture was abandoned the 

year that the movement was initiated. New parties allied themselves 

with the colonizing movement, and the Southern California Colony 

Association was founded, with Judge J. W. North, president; Dr. 

J. P. Greves, secretary; Dr. K. D. Shugart, treasurer; and Mr. T. W. 

Cover, superintendent. Construction of the canals was begun in 

October, 1870. The first canal was built during the winter of 1870-71, 

on a grade of 1 inch to 100 feet, from a point on the south or left bank 

of Santa Ana River about 2 miles below Colton. The total length 

was 13.5 miles. It was 8 feet wide on the bottom, 12 feet wide on top, 

and 3 feet deep; the alignment and grade were very irregular. It 

had a capacity of a little more than 700 miners' inches (14 second-feet) 

down to the Spanishtown flume, and 500 to 600 miners' inches (10 to 

12 second-feet) below that point. The conduit to the Pachappa Arroyo 

cost from $50,000 to $60,000. During the fall of 1871 this ditch was 

extended to Terquisquite Arroyo. By 1875 the ditch had been improved so that it carried 1,000 miners' inches (20 second-feet), but at 

that time not more than 500 acres were irrigated. This is now known
60 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

as the old upper canal of the Riverside Water Company. The diversion is by means of a brush dam, and the conduit is wholly in earth. 

There are 110 engineering features of interest.

In 1874 S. C. Evans, of Fort Wayne, Ind., and W. F. Sayward, of San 

Francisco, purchased 8,000 acres of land adjoining Riverside and 

united with the owners of the San Jacinto Sobrante Ranclio, which 

is situated still farther to the south, to construct another canal from 

Santa Ana River for the irrigation of their lands. The former of the 

proposed settlements was called the New England Colony and the 

latter the Santa Ana Colony. The Southern California Colony Association began suit to prevent the construction, which had been already 

started, of the new canal across their lands. The dispute was ended by 

the New England and Santa Ana colonies purchasing, in May, 1885, 

a four-sevenths interest in the original association for the sum of 

$50,000. In April, 1875, the Riverside Land and Irrigation Company 

was organized by the members of the three original colonies or companies, and by March, 1877, this new company had absorbed all of 

the land and water holdings of its predecessors. In 1876 the new or 

lower canal of the New England and Santa Ana colonies was completed, at a cost of $120,000, and during the season about 2,000 acres 

were irrigated by the two canals. In July, 1879, the Riverside Canal 

Company, which was organized for the purpose, purchased all of the 

water rights and conduits of the Riverside Land and Irrigation Company, the latter receiving as compensation all of the capital stock 

of the new company. The value of each share was placed at $20, and 

20,000 shares were issued. It was further agreed that the stock should 

be adjusted so as to correspond with the number of acres for which 

water was obtained. The avowed original intention of the company 

was to have each share of stock cover a particular acre irrigated; but 

the sale of stock in some instances was made to persons who had not 

bought land from the company but had obtained it from the Government. By this method of disposing of the stock of the canal company those originally in power found that they would soon lose 

control, and therefore they passed new resolutions, assigning two 

shares of stock to each remaining acre, the canal company holding 

the shares at a par value of $10 each, one share to be issued with each 

acre of land and the other share to remain in the hands of the company until it had sold the majority of its lands, when the landowner 

could at his option purchase it at the original price.

The purpose of the Riverside Land and Irrigation Company was 

primarily to promote the sale of its irrigated lands. As their affairs 

progressed and the lands were sold the company naturally desired to 

continue its benefits by handling the waterworks of the irrigators and 

by expanding its water rights over more lands. Water rates were 

advanced from $1.92 an acre, in 1878, to $2.23 an acre, in 1881. These 

movements on the part of the company were naturally opposed by the
LIPPINCOTT.] RIVERSIDE DISTRICT. 61

irrigators, and a protracted struggle ensued. The irrigators organized the Citizens' Water Company with which to battle for their claims. 

About this time a State law was passed giving the county boards of 

supervisors the right to regulate water rates and compelling the continued delivery of water at uniform rates to irrigators to whom water 

had previously been sold. The Riverside Canal Company claimed 

that it had the right to charge such rates as would insure the maintenance of its plant and interest on the investment and to charge a 

bonus of $20 to landowners holding no stock. To this the irrigators 

replied that the original investment had been more than returned to 

the Riverside Canal Company from the sales of its irrigated lands. 

The courts, as is usual in cases of this nature, were slow and indecisive 

in their judgments. This dispute, which we see repeated in every 

irrigation locality, lasted from 1882 to 1885 and ended in the Holt 

compromise. By this agreement the Riverside Water Company was 

organized by the irrigators to deal in all classes of water property. 

They issued 24,000 shares of stock covering certain specified lands, 

to be an appurtenance thereof, two shares to apply to each acre, 

and afterwards to be transferable only with the land. Shares were 

issued for 6,000 acres of land then irrigated, and another 0,000 

acres were specified for which water could be sold as a surplus was 

developed. This unirrigated land belonged to the old Riverside Land 

and Irrigation Company. It was transferred to the new company, called 

the Riverside Land Company, and one-half of the stock was issued to the 

Riverside Water Company and one-half to Evans and Felton, the latter the controllers of the old Riverside Land and Irrigation Company 

and the Riverside Canal Compan}''. The Riverside Water Company 

paid to the Riverside Canal Company $70,120 in bonds and exchanged 

stock of the old company for stock in the new at the rate of two shares 

of the old stock for one share of the new. The cost of the purchase 

to the new company was about $120,000. Residents within the prescribed limits who did not own canal company stock were permitted 

to purchase it at the rate of $10 a share, two shares to the acre. The 

irrigators thus control the Riverside Water Company, elect their officers, and determine their own water rates. This method of management has proved successful, while both corporate and irrigation districts have been continuously unsatisfactory. It is an interesting fact 

that no definite decisions were reached through the courts, but that 

settlements were the result of compromise. The Riverside Water 

Company now successfully operates the plant. It delivers water to 

the stockholders at cost, and has improved and extended its works 

by the sale of bonds secured by the property of the corporation and its 

stockholders. a

"The foregoing historical statement is largely obtained from Irrigation in Southern California, by William Ham. Hall, State engineer, 1888.
62 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

The general development of the Riverside district is shown in the 

following table:

Table showing commercial growth of Riverside.

Year.

1887....... ...... .......................................

1888. ...................................................

1889...................................................

1890...... ........................ ....................

1891.................................. . ..... . . ..

1893....................................................

1893....................................................

1894...... ............................ ...............

1895................................................ ...

1896................................... ................

1897...................................................

1898....................................................

1899....................................................

1900.... ................... . ... ... ............

Population.

4 683

7,395

8 000

Orange shipments.

Carloads. 

375

725

982

1,500

1,446

2,100

2,526

1,928

2,800

2,018

2,508

4,000

2,048

( c 3, 7991

\ i4,300/

Assessed 

valuation.

$3,586,933

3> 978, 699

4,418,035

4,588,890

4,830,575

5,834,000

5,392,251

4,958,247

4,437,004

4,588,181

3,875,236

i

» 4, 984,560

"3,038,603 

"5,123,645

"3,012,753 

5, 499, 895

Post-office 

receipts.

$4 044

10,288

10,198

11,591

14,362

15,458

16,764

16,243

14,085

14,147

15,143

1 16,513

| 16,555

19,336

"City valuation. > County valuation. "To date. d Estimated.

The city has two banks of deposit, one savings bank, thirteen 

churches, and eight schoolhonses. It has a debt of $120,000, and the 

tax rate is 65 cents on the hundred dollars. The ratio of its bank 

deposits and assessed valuation to its population makes it probably the 

first city in per capita wealth in the United States. The city covers 

56 square miles, the corporate limits being extended to the outlying 

lands, largely for the purpose of local water and horticultural control. In June, 1893, it became the county seat of the newly formed 

county of Riverside.

The canals of the Riverside Water Company cover 12,000 acres of 

land, of which 8,500 acres are now being irrigated. The remaining 

3,500 acres are to be sold and improved. The main canals aggregate 36 miles in length, while the lateral pipes, the flumes, the 

cemented and open ditches for distribution exceed 150 miles in 

length. Water is conveyed direct to every subdivision of the 8,500 

acres under the irrigating system.

RIVERSIDE WATER COMPANY. a 

WATER SUPPLY.

The Riverside Water Company obtains its supply from Warm 

Creek, from Santa Ana River, and from artesian wells.

Warm Creek has its source in San Bernardiuo Valley, 3£ miles east of 

the town of San Bernardino, and is fed entirely by springs and return 

water along its course. The flow is uniform, being about 80 secondfeet during the irrigating season. It has no defined surface connection

"The writer is indebted to Mr. Kingsbury Sanborn for most of the information contained 

herein regarding this company.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. IX

A. HEADWORKS OF RIVERSIDE CANAL IN WARMSPRINGS CREEK.

B. HEADWORKS WEIR OF RIVERSIDE WATER COMPANY.
UPPINCOTT.] RIVERSIDE DISTRICT. 63

with the mountain drainage line. Its source is largely near Harlem 

Springs, about 4 miles east of the city of San Bernardino.

The surface water of Santa Ana River is all diverted near the 

mouth of its canyon above Redlands, and for miles the bed of the 

stream below that point is totally dry during the irrigating season, 

but gradually the underflow comes to the surface at points south of 

the town of San Bernardino, and uniting with the return waters from 

irrigation on the mesas on the north side of the river amounts to 8 

second-feet and becomes a valuable adjunct to the Riverside Water 

Company's supply.

The artesian wells of the Riverside Water Company are located on 

several tracts of land, all situated in San Bernardino Valley east of 

Colton, San Bernardino, and the dike previously referred to. They 

vary in depth from 68 feet to 590 feet, and in diameter of the casings 

from G inches to 11 inches. The largest is a 9-inch well near Harlem 

Springs, 504 feet deep and flowing, on August 26, 1898, 3 second-feet 

of water.

The distinctive feature of the water supply of the Riverside Water 

Company is its constancy. Warm Creek is the principal source of 

supply. The volume that is available at the headworks of the canal 

(see PI. IX) remains practically constant, winter and summer, dry 

years and wet years, except when the unusual floods from the mountain basins are projected far out into the valley, flowing continuously 

through to the narrows. As has previously been explained, the supply is largely regulated in the underground reservoirs of the valley. 

The point of diversion being at the lower level of the reservoir insures 

a continuous flow, even during dry years. The driest cycle of seasons 

of which there are records of stream flow is the five last past, and it is 

claimed by the water company that its supply was equal to the normal during the summer of 1898. On June 30, 1898, there were flowing in the canal at the old Colton mill, above all diversions, 3,473 

miners' inches (69.46 second-feet) of water. This is considered a 

normal summer flow from the various sources of supply.

Construction of the Davis well, which was leased by the owner, 

Capt. Louis S. Davis, to the Riverside Water Company for the season 

of 1899, was started April 27, 1899. The well was completed May 12 

of the same year. It is 510 feet in depth, has a 10-inch pipe, a No. 12 

iron casing, and the same size all the way down. The cost was 1804. 

The water all comes from the bottom of the well. When first finished 

it rose 34 inches above the top of the casing, and by weir measurement amounted to 350 miners' inches. The well is located in the 

northeast corner of lot 17, block 44, of the 12-acre survey of the San 

Bernardino Rancho. On October 2, 1899, it was flowing, by weir 

measurement, 233.7 miners' inches.

On April 3, 1900, the Riverside Water Company was successful in 

obtaining another large flowing well in San Bernardino County, the
64 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

water in which rises 12 inches above the casing. The well yields 

more than 150 miners' inches, making it the second largest well in 

San Bernardino County. It is located near the Davis well. The 

strike came at a particularly opportune time, as Captain Davis refused 

to lease the Davis well to the water company this year (1900), and the 

water was shut off from the Riverside ditches about April 1, 1900. 

The strike was made at a depth of 540 feet. This well is the fourth 

in the district that is now flowing more than 100 miners' inches. The 

Riverside Water Company has a large tract of land in line with these 

wells.

MAIN CANAL.

The main canal of the Riverside Water Company has a capacity of 

100 second-feet. It diverts water from Warm Creek, a half mile east 

of the town of Colton and just above the junction of Warm Creek 

with Santa Ana River, by means of a well-constructed brush dam. 

The canal follows along the west or right bank of Santa Ana River 

for a quarter of a mile. At that point a 6-foot drop is made through 

a turbine wheel which develops about 25 horsepower during the dry 

summer months. This power is used to pump 104 miners' inches 

(2.08 second-feet) of developed water from a pit and trench extending into and across the sandy bed of Santa Ana River. From this 

drop the water enters a cement-lined canal. Thence it crosses the 

Santa Ana in a substantial redwood box flume about 1£ miles long, 

supported the entire distance upon piling. (See PI. LXIII, J5, of the 

Twentieth Annual Report, Part IV, p. 554.) The flume box is 8 feet 

wide, 4 feet deep, and on a grade of 26 feet above the bed of Santa 

Ana River in the highest place. After crossing the river the water 

enters a 60-foot tunnel, then a short stone ditch, and finally the 

long tunnel, which is 3,250 feet in length, 7 feet and 8 inches 

wide at bottom, 8 feet and 4 inches wide at the 4-foot mark, and 

6 feet high. The top of this tunnel is roofed with heavy timbers 

covered with redwood lagging and resting on brick piers laid in 

pure cement. The bottom and the walls between the piers are made 

of well-rammed concrete, the whole being covered with a coating 

of pure cement. After the water leaves the tunnel in its course 

toward Riverside it makes a drop of 40 feet at Highgrove and furnishes, from a Stillwell & Bierce turbine, 250 guaranteed theoretical 

horsepower, which is now used by the San Bernardino Electric Light 

and Power Company to develop electricity, which is supplied to Colton 

and San Beruardino for illumination and power purposes. At Riverside the upper canal is connected with the lower canal by a 32-foot 

fall, which furnishes power to the National Ice Company for the 

manufacture of ice. The canal runs through the city of Riverside, 

making four more drops before it reaches its destination in the 

Temescal Wash.
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 89 PL. X

A. LINING RIVERSIDE WATER COMPANY'S CANAL WITH CEMENT PLASTER.

B. CEMENTED CANAL OF RIVERSIDE WATER COMPANY.
LIPPINCOTT.] RIVERSIDE DISTRICT. 65

Owing to the loss of water by seepage and evaporation during the 

hot summer months of the irrigating season, and to save the expense 

of cleaning vegetation from the canals, it has been found economical 

to plaster the banks (see PL X). The usual method followed is to first 

thoroughly wet the canal, when dry, by building -earth dams at intervals which will bring the water as near the top of the canal as possible. 

The water is allowed to soak into the 'ground and the remainder is 

drained off. After the canal has again become dry enough to work 

it is excavated to a subgrade three-fourths of an inch outside of the 

section of the bank and below the true grade. The lining is extended 

on each side of the top of the bank for a distance of 5 inches and a 

depth of three-fourths of an inch. Just before plastering, the banks 

of the canal are thoroughly wet, by spraying or sprinkling. The 

cement mortar, which is applied to a depth of three-fourths of an 

inch, is composed of one barrel of pure Portland cement to four barrels of clean, sharp sand thoroughly mixed dry on a floor, after which 

sufficient water is added to moisten to the proper consistency and the 

whole is again thoroughly mixed. The canal is first plastered on the 

sides and a selvage of 5 inches is built on each side of the top; the 

bottom lining is put in last. It is finally completed by washing with 

two coats of liquid cement. After the cement mortar is in place the 

canal is kept moist for six days, so that it will harden with uniform 

color.

MEASUREMENT OP WATER.

An important detail in connection with this canal system is the 

measurement and division of the water. Near the head of the main 

canal, where it crosses the Southern Pacific Railway's main line to 

Yuma, is a weir which measures the greater portion of the water 

diverted by the company. A device of local origin has been constructed for permanently recording the discharge over the weir. It 

is made in Riverside, by Mr. C. H. Watson, and costs, set up, about 

$50, or $40 in the shop.

AUTOMATIC WATER REGISTER.

This is a register for recording accurately the elevation of the surface of water in either a reservoir or a flowing stream. It consists of 

an upright revolving cylinder the motion of which is regulated by 

clockwork, covered by the record sheet of paper, which is ruled in 

vertical lines, each space representing one hour of time, and in horizontal lines measuring the elevation, which is marked upon the record 

sheet by a pencil fixed upon an upright rod terminating at its lower 

extremity in a float resting in the water. The register is inclosed in a 

substantial wooden box or case 45 inches in height, 17 inches in width, 

and 12 inches in depth, which is provided with a secure lock. The rod 

extending from the recording pencil to the float passes through the

IRR 59 02 5
66 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

bottom of the box, and the float rests in a well of still water so connected with the main body of water as to maintain the same elevation 

of surface as the main body and still be free from wave motion and 

the effects of currents. The float is so weighted as to be steady in the 

water, and by the direct action of the rod it imparts to the recording 

pencil firmness and accuracy.

The register described, which is the size generally used to record 

the fluctuations of streams running over weirs and to measure in that 

way the volume of water in ordinary streams, has a cylinder which 

will record a rise or fall of 22 inches and upon one record sheet show 

the exact elevation of the water surface each hour for an entire week, 

at the end of which the clock must be wound and a new record sheet 

be placed upon the cylinder. The same record sheet can, however, be 

made to do service for four or five weeks by changing the elevation of 

the pencil at the beginning of each week and noting its relation to 

the datum. A telescoping arrangement of the float rod provides for 

this.

The revolution of the cylinder is produced by means of a cord 

passing over a small pulley at the end of the cylinder. This cord, 

which is treated so as to be unaffected by moisture, also passes over 

a pulley upon the spindle of the clock, and terminates at each end in 

a metal weight. These weights are so adjusted that the heavier one 

provides all the power to revolve the cylinder, the motion of which is 

steadied by the lighter weight and accurately regulated by the movement of the clock.

The recording pencil may be either an ordinary lead pencil or a pen. 

It is gently pressed upon the recording cylinder by an ingenious contrivance consisting of an arm or spring, and can be set back from the 

cylinder when necessary to change the record sheet.

This register is in use on many streams and by many water companies in southern California.

The water for irrigation is delivered, by means of vitrified pipes, to 

a small bay, from which it passes over a weir to the orchard lateral. 

A gate, known as the Watson gate, which is cheaply constructed and 

easily handled is inserted in the discharge p"ipe from the canal and 

set so as to give the desired head 011 the weir of the lateral. For a 

description of this gate see paper entitled Water Supply of San Bernardino Valley, in the Nineteenth Annual Report of the United 

States Geological Survey, Part IV, pages 595 to 596.

The constancy of the volume of the supply of water in this locality 

is particularly favorable to the use of these devices, which are local 

developments.
LIPPINCOTT.] RIVERSIDE DISTRICT. 67

SALE AND DISTRIBUTION OF WATER.

The water is conveyed, by means of pipe lines and cement and 

earthen ditches, to the highest corner of each 10-acre lot. Irrigation 

water is sold for 15 cents a miners' inch (0.02 second-foot), twentyfour hours' run. The quantity that an irrigator may use is not limited. One miners' inch flowing twenty-four hours is equal to 12,925 

gallons. When the water is piped under pressure and not measured 

it is sold at the rate of $10 an acre for the season, unrestricted service. 

To 1899 the Riverside Water Company's irrigating system is said 

to have cost $837,757.83 and its domestic system $168,181.80. The 

following is the annual statement of the secretary of the company on 

December 1, 1899:

Assets.

Irrigating plant, value December 1, 1898...... -......._-.._____ $822,118.28

Improvements, 1899:

Cooley water right...................... .... ..... $4,006.40

Zanjero houses ................................... 71.95

Telephone (construction)........... ................ 184.50

Lateral ditches ........_....... ................... 336.84

Pipe laterals.... ............. . . ................. 2,315.16

Engineering.---.-...-. ................. ......... 350.81

Storm ditch ..... .......................... ...... 700.30

Artesian wells....-..-. ........................... 5,097.98

General improvements .... ..................... 2,575.61

 15,639.55

Value of plant December 1, 1899 ..._....-........._...._..._ 837,757.83

Domestic system, value December 1, Ib98.. ........... 167, 496.70

Improvements, 1899.................................... 68 j. 10

 168,181.80

Furniture and fittings................. ................. .. ..... 1,144.07

Rubidoux hotel si Ie .... ........................................ 1,000.00

Sinking fund............. ......................................... 33,028.00

Live stock------ ......... .. ................ ........... ......... 863.25

Stock of Riverside Land Company ....-.,-....-_.......-.......... 109,344.11

Due from domestic water users ..... ..... ............ .......... 2,'452.44

Due from Riverside Land Company............... ............... 13,315.23

Tools......... -.-..--.-..----..--.-...-...... ............. ..... 7,432.61

Solvent accounts due .....--.....--.. .......^. ................... 744.94

Cash on hand and in bank . .._._.__..___....._--......._.._...._._ 7,032.68

Operating expenditures.

Legal expense ................................. ... .. $2,452.00

Telephone (operating) ................................. 395.84

Bond expense........................................... 583.11

Cook ranch...-.--...--................ ................ 561.80

Intereston bonds................. .................... 33,221.53

Interest and exchange ...................-..-..-.--..-- 54.31

Taxes ................................................. 6,313.17

Printing ...............'........ ...................... 125.00

Advertising ......... ................................. 66.38
68 WATEE IN SOUTHEBN CALIFOENIA, PAET I. [NO. 59.

Stationery.. .... . .................................. $59.72

Breaks in canals. .......... .......................... 107.95

Repairs ............ .... .... ........ ...... .. . ... 4,938.25

Salaries... ........ .. .. ... ....._._. ..... ........ 5,757.00

Cleaning canals and laterals ... .. .... ...-......-..- 4,082.10

Expense (office rent, etc.)..... .........._.....-....... 654.94

Night watch ............ ........ .... .... .......... 90.20

Zanjero wages............ ........ . ............ ... . 5,097.15

Domestic water salary. ... .. ... ..................... 1,20000

Feed ...................... ................ ......... 462.15

Postage ....... ....... .. ........................... 186.50

Pipe repairs............... ............................ 274.64

Temporary water leased...... ......................... 3,459.14

 $70,142.88

Total.. .. ............................................... 1,252,439.84

Liabilities.

Capital stock................ .................................... 236,380.00

Bonds payable in 1912-....-.-.-.. .. ..................._..-..-. 812,500.00

Dividends (from land company) .............. ........ .......... 20,000.00

Lossand gain ...................... ..__._.__._.._.._....__,.___. 86,058.77

Accounts payable .............................................. 62.50

Operating income.

Ranch............. .................... .............. $1,897.32

Water sales by the inch ............... ................ 59,454.10

Water sales by the acre................................ 5,673.60

Water power................... ............. ...... 4,891.65

Domestic water.'-.-__._______-.. ..... ................ 24,662.65

Rent....... .................. . . .. .... 859.25

 97,438.57

Total. ..... ............. ............ .... . ........ 1,252,439.84

i 

The receipts of the company for water service are shown in the

following table:

Receipts of Riverside Water Company for water service.

Year. Irrigating

system.

Domestic 

system. Year. Irrigating 

system.

Domestic

system.

1886.

1887.

1888. 

1889-

1890.

1891.

1893.

821,418.81

24,919.47

23,830.44

26,394.16

33,516.00

37,431.45

39,557.10

8130.10

1,658.95

3,673.30

9,525.00

13,058.45

19,309.83

33,349.30

1893.

1894.

1895.

1896.

1897.

1898.

1899.

33,884.91

40,738.80

33,594.43

35,277.05

49,735.88

53,383.93

65,137.70

33,151.10

23,384.60

33,362.43

23,463.76

21,719.60

33,973.01

34,663.65

The capital stock of the Riverside Water Company is $240,000, 

divided into 24,000 shares of $10 each, intended to cover 12,000 acres, 

two shares of stock being issued for each acre of land. Of this entire 

capital stock, to December 31, 1899, there had been paid in and stock 

issued for $236,380, or 11,819 acres. The amount of cash expended by
LIPPINCOTT.] EIVEESIDE DISTBICT. 69

the company to that date was $1,252,439; the value of the plant is estimated at $2,500,000. The amount expended annually since its organization, in purchase and construction, is shown by the following table:

Annual expenditures of Riverside Water Company in purchase and construction.

1885 ...................... $120,000.00

1886 ..... ............... 27.00

1887 ..... ..... ..... ..... 598.56

1888 ........... ....._.... 64,657.28

1889 ... ... ......... ... 311,962.02

1890 .. .. ........ ...... 41,362.22

1891 ... ....... .. ... ... 178,666.59

1892 ..... ....... ..... .. 59.fL8.72

1893..... .. ...... ...... $84,583.91

1894 ......... ............ 73,267.72

1895 .---.-----.--- ....... 16,049.32

1896 .... ........_--........ 11,404.47

1897 .. ..... ....... 9,681.32

1898 ... ... .... .......... 18,255.85

1899 ....... ..... 16,324.65

Water rates fixed by the board of city trustees of Riverside.

1885 to 1888, inclusive, 7£ cents forl miners' inch, 24 hours' run.

1889 to 1897, inclusive, 10 cents for 1 miners' inch, 24 hours' run, or $7 per

acre per annum, unlimited service from pressure pipes. 

1898 to 1900, inclusive, 15 cents for 1 miners'inch, 24 hours' run, or $10 per

acre per annum, unlimited service from pressure pipes.

DOMESTIC SYSTEM.

Water for municipal and domestic purposes was at first obtained 

from the irrigating canals; but in 1886 the Riverside Water Company 

began the construction of its domestic system, by which artesian water 

for municipal and domestic uses is delivered through a well-conceived 

and comprehensive pipe system, under a pressure of not less than 70 

pounds to the square inch. The capacity of the system is 3,000,000 

gallons daily. The water supply is from eighteen artesian wells located in lot 4, block 65, San Bernardino Rancho, about 2£ miles east 

of the town of Colton. The wells vary in depth from 111 feet to 344 

feet, and cost, on an average, $500 each.

In the fall of 1887 the first group, consisting of ,six 11-inch wells, 

were sunk to an average depth of 115 feet, and flowed, when finished, 

about 5 second-feet. These wells were su fficient to supply the domestic 

consumption of Riverside for several years; but as the demands for 

water increased the company found it expedient to construct more 

wells, which they did, using casings of smaller diameter and sinking 

the wells deeper in order to tap lower subterranean strata. The 

water from all of these wells is conducted through a gravity vitrified 

pipe line to a circular cement-lined reservoir, where it is aerified over 

a partition. (See PL VI, B.)

From the reservoir the water passes through three screens, of different size mesh, to a 17-inch steel pipe. Pipe of this size extends for 

a distance of 3.8 miles, when it is reduced to 16-inch steel pipe for 

the remainder of the distance (4.3 miles) to Riverside. The pipe line 

has a total fall of 172 feet to the. center of the city of Riverside, and a 

capacity of 3,900,000 gallons daily. In the city the larger mains 

6-ineh, 8-inch, and 9-inch run east and west and are connected
70 WATEE ITS' SOCTHEBN CALIFOENIA, PAET I. [NO. 59.

at intersecting streets with smaller pipes. The fire hydrants are 

attached to the large mains and afford excellent fire service.

'GAGE CANAL SYSTEM."

The Gage canal is in Riverside and San Bernardino counties. Its 

initial point is in the bed of Santa Ana River, in lot 4, block 69, San 

Bernardino Rancho; or a more specific description would be SW. £ 

see. 13, T. 1 S., R. 4 W., S. B. M. The initial point has an absolute 

elevation above sea level of 1,035 feet. The terminal point of the canal 

is at the south boundary of SE. ± sec. 19, T. 3 S., R. 5 W., S. B. M. 

The total distance between the two points, following the line of the 

canal, is 20.16 miles. The construction1 of the canal proper was begun 

in the year 1885 and was finished as far as flume No. 9, over Terquisquite Arroyo, in the year 1886. The actual work of construction of 

the remaining portion was begun in the spring of 1888 and was practically completed during that year. The whole of the canal was excavated, generally in the clay formation, on a grade of 2 and 3 feet to 

the mile, and to a uniform depth of 4 feet, with varying width of 

bottom.

The accompanying map (PI. I) shows the location of the canal in 

relation to all of the intermediate points and the adjacent territory.

Pis. VII, A, and XI, and figs. 3 to 14, inclusive, show features of 

the system.

HISTORY.

The construction of the Gage canal was begun by Mr. M. Gage in 

the year 1885, and was finished so that water was run through it as 

far as Terquisquite Arroyo in the fall of 1886. During the'winter of 

1886-87 all of the tunnels were thoroughly cemented on the sides 

and bottom, to a depth of from 4 to 6 inches, with Portland cement concrete, and their tops were timbered.

Up to that time the work was under the supervision of C. C. Miller, 

a£ engineer, and R. Gage,'as superintendent of construction. On 

January 18, 1887, W. Irving took charge of the work as engineer, Mr. 

Gage remaining as superintendent of construction.

During the early part of the year 1887 a temporary connection was 

made between the head of the canal and the river, and water was run 

continuously to East Riverside in quantities varying from 300 to 500 

miners' inches, as the demands of the owners of the land required.

The average grade of the canal between the head gates and Terquisquite Arroyo is about 2^ feet to the mile, and the total distance 

11.9 miles. During the spring of 1887 a survey of the continuation 

of the canal below Terqnisquite Arroyo was made by W. Irving, the 

trial line being run and general location determined on or about 

March 15 of that year. The grade on which the continuation was 

made was about 2 feet to the mile,' or about 0.04 foot to the station.

"The writer is indebted to Mr. William Irving, of Riverside, for most of the facts herein 

contained regarding the Gage canal.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 59 PL. XI

A. WELL NO. 43 OF GAGE CANAL SYSTEM.

B. METHOD OF CAPPING ARTESIAN WELL OF THE GAGE SYSTEM.
LIPPINCOTT.] GAGE CANAL SYSTEM. 1

On August 1, 1887, the permanent head gates were located and the 

work of construction was begun. In November, 1887, the water was 

turned into the canal through the new head gates, which are shown 

in fig. 3, page 86. In fig. 4, page 87, is shown a section of the 

headworks.

On August 15, 1887, the work of constructing a submerged dam for 

the diversion of water to the canal and for carrying the water from 

the sources on the north side of the river was begun, the dam being 

completed about the end of November of that year.

In the same year Mr. M. Gage claimed to be the owner of all of the 

water flowing in Santa Ana River at the point of diversion, which at 

that time was said would equal, on an average, about 450 miners' 

inches, or 9 cubic feet per second, during the irrigation months. At 

the same time Mr. Gage had developed, by means of fourteen artesian 

wells, about 600 miners' inches, as measured by G. O. Newman, making a total of 1,050 miners' inches, or 21 cubic feet per second. The 

owners of the Gage canal bought the Camp Carl ton ditch, one of the 

old water rights of Santa Ana River, upon the ownership of which it 

based in part its claim to the total flew of the river at its headworks. 

In consideration of this transfer the vender was to receive water from 

the Gage canal.

At that time Mr. M. Gage was the owner of all of the lands known 

as the Orange Grove Homestead, amounting to about 2,300 acres and 

situated in and forming part of the San Bernardino Rancho. Santa 

Ana River flows through these lands for a distance of about 3^ miles, 

the course of the river being S. 65° W., on a line passing through 

points of entrance and exit. The lands described form both banks 

of the river throughout very nearly its entire course. In consequence, 

Mr. Gage, as riparian owner, claimed all of the water flowing in 

the river at that point. About the end of June, 1887, the Riverside 

Water Company entered suit against him, denying his right to take 

more than a certain amount of water from the river. The case was 

tried, and the judgment, which was given in the early part of 1888, 

limited the amount of water to be taken from the river by Mr. Gage 

during the irrigation season including the months of May, June, 

July, August, and September to 289.5 miners' inches. Under that 

decision it is presumed that during the remaining seven months all 

of the water flowing in the river may be taken out and used by those 

who can obtain it.

In the spring of 1888 the total available supply to the Gage canal 

was as follows:

Miners' inches. 

River water ............ .--..----....---.-.--.------.-.-. - - -- 289.5

Parish ditch,say.-----------------..-----------.-------. ----- 30.0

From wells.......... .......................................... 600.0

Total (1887,1888)...- . ..................... ... 919.5

Or 18.39 cubic feet per second.
Y2 WATER IN SOUTHERN CALIFORNIA, PART T. ' [No.59.

During a flood in Santa Ana River in the month of February, 1888, 

the submerged flume was carried away, and up to the present time 

it has not been replaced.

In the latter part of 1887 and the early part of 1888 the portion of 

the canal below Terquisquite Arroyo was finally located, the terminal point being on the SE. i sec. 19, T. 3 S., R. 5 W., S. B. M., 8.26 

miles distant from the terminus of the upper section, measured on 

the line of the canal. This makes a total length of canal equal to 

20.16 miles between the head gates and the lower end, or the poi?it 

above described.

The work of construction on the second or lower section of the 

canal was begun in the early part of the year 1888, Grant Brothers 

having the contract for the earth work. Flumes Nos. 9 to 13, inclusive, 

were constructed by Mr. M. Gage, under the supervision of W. Irving, 

as engineer, and R. Gage, as superintendent of works, and the whole 

was practically completed in the early part of August of the same 

year (1888), except a short interval (about 1,700 feet) through sec. 21, 

T. 3 S., R. ,5 W., S. B. M.

On March 31, 1888, the water was first turned into flume No. 9, over 

Terquisquite Arroyo, and from thence over to flume No. 10 and into 

the canal below for a distance of about 600' feet. After that date it was 

run to section 21, as already described. The amount of water running 

in the Gage canal during the month of July, 1888, was from 500 to 700 

miners' inches, measured at flume 'No. 3, which was used for the irrigation of lands north of Terquisquite Arroyo, a portion of the water 

wasting at flume No. 11, Arlington Heights.

During the year 1888, commencing about the month of April, a number of wells were sunk in the river bottom near the point where Mountain View avenue crosses the river. This group of wells was known 

then and for sometime afterwards as group E. They were eleven in 

number, including two wells excavated in 1887 a short.distance west 

of the avenue, the remaining nine being located east of the avenue, 

seven of them on the south side of the river and two on the north side. 

This group (E) of wells was redesignated in 1892, and they are now 

known as wells Nos. 28 to 38, inclusive, and form part of a general 

numbering (1 to 55) of all the wells tributary to the canal. They all 

are 10 inches in diameter, and at the time of excavation Nos. 28, 29, 

33, 34, and 35 gave a very large flow and added greatly to the water 

supply. The combined flow of the eleven wells equaled 677 miners' 

inches.

During the year 1888 three additional wells were excavated on the 

east bank of the canal between flume No. 1 and the point where the 

Santa Fe Railroad crosses the canal. These wells are 10 inches in 

diameter. They formerly were known as part of group B, but now 

are known as Nos. 7, 8, and 9. They have added about 120 miners' 

inches to the general supply. At the end of the year 1888 the total
LIPPINCOTT.] GAGE CANAL SYSTEM. 73

water supply available was equal to about 1,500 miners' inches, as 

follows:

Miners' inches

Group B (Nos. 7,8,9,11, and 12) ................... ............ 250.0

Group O (Nos.45,46,47,48,49,and 50)_---- .._.....-..-..-.- 258.0

Group D (Nos. 51,52,58, and 54) ....... .......... ........... .... 45.0

Group E (Nos. 28 to 38, inclusive) . ......... ..... .............. 583.5

Parish ditch..--....-...-.-----. .........-...-..........-------. 75.0

Eiver water ...---.-...-.-.....-...........--..---.-. -....-... 289.5

Total--... ., .... .. ................ - .............. 1,500.0

or 30 cubic feet per second.

During the year 1889 the Gage canal below Terquisquite Arroyo 

was completed in all of its parts and the water was run to the lower 

end. Improvements all along the line between the head gates and the 

terminus were made to grade by releveling, cutting, and filling, by 

increasing the strength of banks in the fills and wherever else needed, 

and by relining the flumes to grade where they had settled on their 

foundations.

The maintenance of the canal was under the supervision of Mr. M. 

Gage, represented by Mr. Irving, as engineer, and the expense was 

borne by Mr. Gage, excepting the portion between tunnel No. 13 and 

Terquisquite Arroyo, which was partially borne by the East Riverside 

Water Company. Many serious breaks occurred during the year 1889, 

causing several days' interruption in irrigation and 3onsiderable 

expense for repairs.

The total cost of construction of the portion of the canal south of 

Terquisquite Arroyo, including flunjes Nos. 9, 10, 11, 12, and 13, was 

$30,250.73, as follows: Cuts and fills, $14,849.81; flumes (2,750 feet), 

$13,900.92; engineering, $1,500. Total length of canal, 8.22 miles.

During the months of June and July, 1889, Mr. E. Low planted to 

orange trees the greater portion of the south-central 80 acres of 

sec. 35, T. 2 S., R. 5 W., S. B. M: On this land was used, in 1889, the 

first water from the Gage canal below flume No. 9 for a useful purpose.

During this and the previous year the lands of Arlington Heights 

were platted in a most thorough manner by Messrs Whitten and 

Rawsoii, under the supervision of Mr. Irving, the street divisions 

generally inclosing 40 acres and the block thus formed being subdivided into 10-acre lots. All acreage is exclusive of streets.

.During the early spring of 1889 one more well was sunk, forming 

part of group B and now known as No. 10 in the general numbering.

On April 17,1889, by request of the Home Life Insurance Company, 

of San Francisco, Prof. E. W. Hilgard, of th« University of California, 

made an examination and measurement of all water flowing or possible to flow at that date from the water sources of the Gage canal. 

The following are the results of the measurements made while all of the 

sources were flowing simultaneously and had been flowing for about 

thirty-six hours. The designation of the wells which was adopted by
74 WATER IN SOUTHERN CALIFORNIA, PART 1. [NO.59.

Professor Hilgard was the letters A, B, C, and D for certain groups 

of wells which afterwards were known as B, C, D, and E, the A in the 

latter enumeration representing the Hunt & Cooley wells, in which 

Professor Hilgard was not interested. In the following enumeration 

the latter designation has been adopted, making it agree with all of 

the other references, to which will be added the present numbering:

Miners1 

inches.

Group B, or Nos. 7 to 12, inclusive (6 wells) ...-_---...-_.--.--. 260.0

Group C, or Nos. 45 to 50, inclusive (6 wells) . ...._ _....._... 225.0

Group D, or Nos. 51 to 54, inclusive (4 wells)...-__....-..-.....- 35.0

Group E, or Nos. 28 to 88,inclusive (11 wells; _.-----_----------. 571.0

Parish ditch...... ...... ...................................... 157.0

South side streams (estimated)... .__.... -_.---._. ...._-....____. 75.0

Water right in Santa Ana River. --.--.,..._....- --.-.-.-.-.... 289.5

Total....... .------__.__---.-_..---.-..,...--...--,.- ... 1,612.5

On July 27, 1889, by request of the Riverside Water Company Mr. 

G. O. Newmaii, representing that company, and Mr. Irving, representing Mr. M. Gage, examined for the first time since the decision of 

the court was rendered the diversion of water from the river through 

the Gage canal. They measured the total flow in the canal on the 

weir at flume No. 3 and determined the net product to be 746 miners' 

inches.

Miners' 

inches.

Wells of group E (Nos. 1,2,8,4,6,7, and 8, or, according to the present 

numbering, Nos. 88,87,36,35,38,32, and 31) total discharge....... 320.0

Water right in river........ ......-----..-.-.........-..-. ...... 289.5

Parish ditch (estimated) .. ....... . . .... ..... ............ 120.0

Total water flowing at head gate ... .... .... ........ ._...... 729.5

Measured water flowing into head gates over weir. ............... 594.0

Balance unused.____________.__._..,__._.____.....____.._..._ 135.5

The difference between the amount of water at the head gates and 

that at flume No. 3 is accounted for by the discharge of the wells of 

group B below the head gates. On July 26 or the day previous there 

was a larger quantity of water discharging into the canal at the head 

gates, as shown by the following:

Miners' 

inches.

Water right in river ............--................--.-......,..._. 289.5

Product of seven wells ... .-.....-..---.-....-...,.--..-....._.. ... 300.0 .

Parish ditch..... ... ............................................ 140.0

Total at lower weir . .................._. ................. 729.5

Deduct amount at head-gate weir ...-..-...-...........,_......... 679.0

Balance unused.......................... ................. 50.5

The flow of water in the canal during the year 1889 varied from a 

maximum of about 800 miners' inches in July to about 500 miners' 

inches in November.
LIPPINCOTT.] GAGE CANAL SYSTEM. ' 75

During the year 1890 many changes and improvements were made 

in connection with the canal and the lands of Arlington Heights. 

Mr. Gage had visited England in the fall of 1889, and had interested 

capitalists in his enterprise of developing the lands at Arlington 

Heights. In furtherance of the project two representatives, Messrs. 

T. Waterhouse and Wilson Crewdson, were sent by them to Riverside to examine the property. Their report being favorable a company was formed, the capital stock of which was placed at $1,255,000, 

divided into 5,000 A shares of $250 each and 1,000 B shares of $5 each. 

On December 13,1889, a provisional contract was entered into between 

Messrs. M. Gage and Wilson Crewdson, which was assigned to the 

new company, known as the Riverside Trust Company, Limited.

During the early part of the year 1890 pipe lines of riveted steel 

plate were laid on Adams and Jane streets, and substantial bulkheads 

were constructed in the canal where the pipe lines entered. A 

vitrified pipe line similarly connected was laid on Evans street as far 

as Dufferin avenue. During the fall and winter following the canal 

was lined with masonry at the lower fill, between Harrison and John 

streets, and at flumes Nos. 13, 12, 11, 10, and 9. Retaining walls of 

masonry were also constructed at the ends of all of these flumes, thus 

removing the woodwork from contact with the clay. In addition to 

this the fill at Hall's reservoir and Eighth street, north of Terquisquite Arroyo, was lined with masonry and cement plaster.

A portion of the Williams tract lying east of the east and north line 

of the bluff of Santa Ana River, amounting to about 430 acres, was 

purchased by the Riverside Trust Company, Limited, in 1890. This 

purchase extended the frontage on both sides of the river 1 mile 

farther to the east, thus making a continuous frontage due east-west 

of 4 miles, or by following the course of river about 4£ miles.

During the year it was determined to construct a levee on the south 

side of the river, beginning at the head gates and extending east, and 

in connection therewith to construct a flume immediately behind it 

for the conveyance of water from the artesian wells, and if thought 

necessary to carry therein to the head gates the river water that could 

be taken out at a higher point. Piles 8 inches by 8 inches by 10 

feet were driven at IC-foot intervals on the line determined for the 

levee, and an embankment of brush and sand was formed behind 

the piling and connected to it. The flume was placed 50 feet from the 

face of the levee. It was constructed of cedar framing and sheeting, 

and was gradually submerged below the surface of the ground as it 

extended up the river. About 1,000 feet of these works were built 

during the>year, extending upstream from the old head gates.

No official measurement of the water of the Gage canal was made 

during the year 1890, measurements having been deemed unnecessary 

because there was not a scarcity of water. Well No. 55 (the Camp 

well) was excavated during the year, but was not then used as a part
76 WATER IN SOUTHERN CALIFOBNIA, PART I. [NO. 59.

of the canal water supply. Its flow was estimated to be 50 miners' 

inches.

During the year 1891 pipe lines were placed on Maude, Horace, 

Washington, Gratton, Irving, Jackson, John, McAllister, and Stuart 

streets, and laterals from them were run to the lands of Arlington 

Heights, amountingin the aggregate to more than 1,000 acres. Masonry 

foundations were built for all of the flumes from No. 9 to No. 13, 

inclusive, and bulkheads were constructed at the canal for all of the 

entering pipe lines. Arrangements were made to cement the canal 

from the head gates to flume No. 6 wherever it had not already been 

cemented. During the latter part of the year contract therefor was 

made with Gray Brothers, of San Francisco, and work was begun in 

December between flumes Nos. 1 and 2. The work consisted of a 

thorough reconstruction of the canal by a realignment and regrading of 

all parts, resulting in a more perfect cross section. Plaster threefourths of an inch thick, composed of one part Portland cement and 

four parts clean, sharp sand, was applied to all parts of the canal in 

natural banks; to all parts in made banks and side-hill work the outer 

slopes were lined with 6-inch masonry and then were plastered with 

cement. The ends of all flumes were incased in masonry abutments 

and retaining walls, freeing them from contact with the earth. During 

that year (1891) about 1,000 acres of land were planted on Arlington 

Heights. In 1889 an employee of the company was stationed at flume 

No. 3, whose duty it was to keep in repair the section of the canal 

along the bluff and to make a- daily record of the quantity of water 

flowing in the canal at flume No. 3.

During the winter of 1890-91 floods carried away a portion of the 

levee and the casing of the channel behind it. This was owing to 

obstructions in the channel above the works, causing a diversion of 

the river which forced it to approach the levee at almost right angles, 

resulting in the cutting of a passage which exposed the channel behind 

to the destructive action of the water. During that season wells Nos. 

1 to 6 and Nos. 13 to 27, inclusive, were excavated, making in the 

aggregate 21 additional wells.

The cementing of the canal as far as flume No. 6, as previously 

determined, was completed during the spring of 1892. In that year 

pipe lines also were placed on Arlington avenue and on Ana, Mary, 

Madison, Evans, St. Lawrence, Jefferson, Irving, Monroe, Van Buren, 

Robert, and Harrison streets, and a large number of laterals were 

extended from the mains to the lands and connected with the irrigating 

flumes. Considerable additional land was planted during the year, 

but not so much as during the previous year. Arrangements were 

also made to continue the cementing of the canal from the point 

where it had been completed in the spring to the upper end of flume 

No. 10, south of Terquisquite Arroyo. Contracts for this work were 

entered into with Gray Brothers. The work was begun during the 

month of December and continued during the remainder of the winter.
LIPPINCOTT.] GAGE CANAL SYSTEM. 77

In this same year (1892) James Sheddan was made zanjero of the 

canal above flume No. 3, including head gates, artesian wells, and 

river, and the work of levee construction was carried on with vigor. 

The part of the levee between the head gates and well No. 39 was 

completed during the year and was tested by the floods of the following winter, with fairly satisfactorj^ results. Wells Nos. 39 to 44, 

inclusive, were excavated, making 6 additional wells added to the system that year.

On November 11, 1892, careful measurements were begun of the 

total water supply of the Gage canal system developed up to that 

date, and were continued several days, for the purpose of determining 

many factors in connection with the water sources. The chief results 

are summarized in the following table:

Artesian ^ceUs of Gage canal system, 1892.

No. of well.

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

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

4...........-.-----. ..........................

5..-. ..........................................

6. ........-. ...... ....... .---.-...-.-

7-----. . ............ ...................

8. .-...- ...................................... .

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

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

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

13.................- ........................

14. ........ ...... -.--...........-..........--..

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

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

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

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

19.--..--..-. ...... ........................

20.......... .-............--...-.. .-....-..

01

22

00

34 ....._... .........-... .... ............

25

26...... .-...... ....... ........ ..........

27 ....

^&. .............................................

'XI

30.. ... --. ..... ......................

31-- ..... .....--,. .-..............

32..-------.--... . ._ ._ __.....-..

33..--..----.---...--.-- ------------ ........

34... . ...... ...... --....-..- . _____., 

35. -------- -....-.. ......-- ..-..- -- 

36.-----.. . ----- ................. ..........

Vf

38-. .- - --..-.- ---- .. -------

39 ...... ..... .................. ........

«t....... ......................... ..............

41.-------...-- -- .. .................... 

43----.. ........................................

43

44

45

46

4:7 ...... .......................................

48... ....................................... .....

49----..- ------- --..---------------.- f;n

KK

Total ...... ........ ....... -- --....

Distance 

apart.

Feet. 

0

1,216

296

525

561

265

4,620

353

204

320

714

80

765

530

1,680

190

175

480

330

270

260

270

265

265

320

280

320

280

310

790

430

35

315

550

130

120

680

90

276

1,090

474

510

510

500

1,580

15

15

40

50

40

1,590

Depth.

Feet. 

656

534

382

482

320

784

196

190

142

148

141

181

426

472

518

388

380

386

196

124

116

134

168

166

152

123

125

144

140

138

106

130

146

116

134

116

147

122

115

169

193

192

390

224

123

133

133

139

211

100

300

Diameter.

Inches. 

10

10

10

10

10

10

10

10

10

10

7

. 7

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

7

7

7

7

7

7

10

Temperature of 

water.

Degrees.

75

74

74

73

74

70

70

70

68

67

68

70

64

66

65

62

62

62

62

62

62

62

62

63

62

62

62

62

64

64

63

03

63

64

66

66

66

66

66

66

66

64

62

62

63

63

.62

62

64

Pressure.

Feet.

70

76

74

23

80

11

11

11

12

28

29

16

17

17

50

50

50

17

12

13

17

11

14

14

13

14

15

16

13

15

16

18

16

15

16

16

16

i7

17

14

17

18

20

35

25

25

35

23

25

22

Capacity.

Miners' 

inches. 

5.00

33.50

29.00

41.20

3.50

45.00

13.70

21.00

3.50

3.20

24.50

21.60

86.50

101.50

62.50

50.00

32.00

27.00

43.50

9.50

24.70

50.50

36.00

26.00

19.70

21.00

9.00

38.00

28.30

11.20

3.70

16.20

41.00

48.00

30.50

16.00

42.00

28.75

10.50

77.15

63.50

85. 75

109. 75

92.75

76.50

6.70

24.40

29.33

28.40

15.00

80.00

1,793.45
78 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

It will be understood that the gagings are minimum measurements 

taken at the end of the irrigation season and while all of the wells 

were running 'open and part of them had been running open during 

the season. The pressure (in feet) of each well was taken while it 

was closed. The average flow for each well is 35.15 miners'inches; 

the total flow is 1,793.45 miners' inches, or 23,243,112 gallons daily.

The work of completing the cementing of the canal was prosecuted 

during the first three months of the jrear 1893 and was completed in 

time for irrigation. Pipe lines were placed on Monroe and Gibson 

streets and laterals were laid to about 800 additional acres of land. 

An improved hydrant and hydrant box were adopted the latter being 

formed of cement and attached to all of the irrigation laterals and 

flumes that were put in during that 3rear; in cases where new boxes 

were needed elsewhere the improved boxes were placed on the old 

forms. About 800 additional acres were planted to oranges and 

lemons during 1893, and arrangements were made during the latter 

months of that year for the cementing of certain portions of the canal 

south of flume No. 10 in the same manner as work already done, but 

the company decided this time to do the work under its own supervision. The work of excavating the channel behind the levee was also 

carried on, and was completed as far as the finished portion of the 

levee. The levee was extended up the river about a half mile, or a 

considerable distance above the adjacent wells. No additional wells 

were excavated during the year.

In 1894 the work of cementing the canal south of flume No. 10 was 

proceeded with during the spring months, and about 1.200 feet immediately south of the flume and Arlington avenue were cemented; 

water service was added to about 200 acres of laud, which were 

planted the same year to orange and lemon trees. The trenching on 

the south side of the river was continued during the spring of that 

year, and at a distance of 5,650 feet (1.07 miles) upstream connection 

was made with the river. The river water owned by the Riverside 

Trust Companj7 was diverted into this new channel, and the whole 

supply on the south side of the river, including the wells, was 

carried through the channel to the head gates. A channel on the 

north side of the river from the head gates upstream was also commenced and a large portion of it was finished that year.

During the years 1895 to 1898, inclusive, the levee in the river bottom was extended and added to from time to time, until now it extends 

on both sides of the river a distance of about 2 miles upstream from 

the original head works.

WATER SUPPLY.

The water supply of the Gage canal system is, as already stated, 

largely from artesian wells. During years of drought the supply is 

wholly from wells. The number of wells has been increased from 

year to year, as the demand for water grew and as the old wells
LIPPINCOTT.] ' GAGE CAl^AL SYSTEM. 79

became silted up. It is also probable that the extreme drought from 

1892 to 1900, coupled with the general increased demand upon this 

artesian basin, has reduced the flow of the wells. Their maintenance is remarkable, and is one of the numerous evidences of the 

vast extent of the supply.

The number of wells in the Gage system and their output are as 

follows:

Miners1 inches.

1887, 14 wells, approximately . . ...______ ..__.__......... 600

Fallof 1888, 26 Wells....... .. .. ....... ................... 1,135

Spring of 1889,27 wells . . ... . ... ......... ............... 1,091

October, 1892, 55 wells ... .:. . __.._--..-___. . ..... ..... 1,793

June, 1899, 68 weli s ... .. .. .. ..... ............... .... 1,440

In June, 1899, 55 of the 68 wells were flowing and 13 of them were 

not flowing. The maximum output is stated by the company to have 

been 1,440 miners' inches. The company has a right to 289.5 miners' 

inches at its headworks on Santa Ana River, but during recent dry 

years this has been of little value. On June 20, 1899, there were at 

that point 12 miners' inches, and on February 21, 1900, 20 miners' 

inches. The Parish ditch, which is said to have a normal flow of 120 

miners' inches, is now dry.

The sources of water supply to this canal, including the right to 

develop additional water over an area of 488 acres forming part of a 

block of water-bearing land, are 2,831 acres, all of which are owned 

by the company. In 1893 the supply, including river water, was estimated as follows:

Miners 1 inches. 

Santa Ana River ............................................. 289.50

Artesian wells, 55 in number, measured at their minimum flow

(October 10, 1892) ................ ......_. ................ 1,793.45

Parishditch ..... ........................ ................ .. 20.00

Total......................................... ........... 2,103.95

The artesian wells are distributed over a considerable area, but 

generally extend (for a distance of 15,800 feet) along the canal bank 

and the river bottom, as shown on the map, PI. I.

All of the wells were driven by means of a sand pump working 

inside of a thick, double iron casing or lining, the lining being forced 

down by means of hydraulic jacks as the pump continued to excavate. The lining is of No. 10 or No. 12 gage iron, in two thicknesses, 

so that it can be built up and made continuous by inserting inside 

and outside lengths alternately, each length being 2 feet long and 

breaking joint in the center. The casing fits so exactly that in a 

short time the lining becomes, by oxidation, water tight, at least 

sufficiently so for the purpose.

As already stated, in the spring of 1889 Prof. E. W. Hilgard, of the 

University of California, made an examination of the artesian water 

supply of the Gage canal system for the Home Life Insurance Com
80 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

pany, of San Francisco. He was given exceptional opportunities for 

an exhaustive study, and his report, which is of general interest, is 

freely quoted from below. He states that the water supply at that 

time (April, 1889) was as follows:

Miners' inches. 

Supply from 27 wells ... ......... ....... -....-,---..-... .. 1,091

Parish ditch..............,.._.. ..............--..-------..-- 157

Water right in Santa Ana River ... ............ ... ---------- 389

South Side ditch (estimated) ... ,................-.-...--.--- 75

Total... ....... ....... ............... .... _"..... --. 1,612

On June 30, 1898, there was flowing in the Gage canal at Palm 

avenue a total of 1,313 miners' inches; on June 20, 1899, 1,273 

miners' inches; and on February 21, 1900, 1,129 miners' inches. A 

reference to the table of rainfall on page 17 will show that the last 

eight years have been years of unusual drought, and that the season 

of 1888-89 was in a group of wet years. These wells have, therefore, 

maintained their supply in the face of the drought and in spite of the 

fact that the underground gravel reservoir has been heavily drawn 

upon by other sources. (See general discussion of water supply, 

page 36.)

The following extracts are made from Professor Hilgard's report:

The bulk of the supply of the Gage Canal is at present from artesian wells, of 

which there are 43 on the Victoria tract. On the '' water tract" proper there are 37 

now flowing or ready to flow. These wells are located in four groups, designated by 

the letters of the alphabet, from A to D. The lettering for these groups of wells 

is that adopted in the State engineer's report on irrigation 'n southern California. 

The difference in the number of wells forming the several groups and the increased 

supply of water are due to the boring of additional we'.ls since the State engineer's 

observations were made.

The wells of each group are separately numbered, in general upstream and 

counting from south to north. The following data show the number of each 

group, distances from each other and from the head gate of canal, and the measured flow of each well in miners' inches of 4-inch pressure, the measurement 

usually adopted in southern California.

Six wells in line along the canal, the nearest being 2,400 feet from the head gate, 

and the total distance from No. 1 to No. 6, 1,665 feet.

Measurements of ivells in group A.

N umber of well.

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

2

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

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

Distance 

from 

well next 

above.

Feet. 

249

304 o*>o

733

Diameter of 

pipe.

Inches. 

10

10

10

10

Discharge.

Miners'1 

inches. 

36

68

18

Number of well.

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

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

Total......

Distance 

from 

well next 

above.

Feet. 

67

Diameter of 

pipe.

Inches.

7

7

Discharge.

Miners'1 

inches. 

57

46

360
LIPPINCOTT.] GAGE CANAL SYSTEM. 81

Six wells occupying an area of somewhat less than an acre (3,900 square feet), 

distance 1,200 feet from the head gate in a northwest direction; distance from 

(center of) group C, 3,276 feet.

Measurements of wells in group B.

Number of well.

\ .................

2

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

Distance 

from 

well next 

above.

Feet. 

15

15

40

50

Diameter of 

pipe.

Inches.

7

7

7

7

Discharge.

Miners'1 

inches. 

38

17

39

Number of well.

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

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

Total......

Distance 

from 

well next 

above.

Feet. 

40

Diameter of 

pipe.

Inches.

7

7

Discharge.

Miners' 

inches. 

63

20

225

Consisting of four weak wells, all with 7-inch pipe, among the first bored, and 

left as they are at an average depth of about 110 feet on account of difficulties 

encountered in the cobble layer at bottom, for overcoming which suitable tools 

were not then at hand. The wells are between 10 and 18 fee': apart only, and 

yield from 7 to 12 inches of water each; total, 35 inches. One good 10-inch well 

would probably give better results than the four small ones.

This group is distant 4,550 feet northeast from group B and 2,100 feet from tLe 

center of group D. Area actually occupied, 360 square feet.

This group consists of 11 wells (all with 10-inch pipe), ranging in depth from 

110 to 160 feet. Nine are located on the south side of and mostly quite near to the 

river bed; two are near the north bank, one being in the present bed. The distance between the centers of groups A and B is about 5,800 feet; between D and B, 

4,400 feet. The elevation above group B is about 18 feet; above group A, 31 feet. 

Area actually occupied by the group, 17 acres.

Measurements of wells in group D.

Number of well.

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

2

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

^. ................ ........

6.--..... ...............

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

Distance 

from 

well next 

above.

Feet. 

80

687

117

139

566

315

42

Discharge.

Miners'1 

inches. 

51

51

43

55

82

65

35

Number of well.

8........................ 9.......:.......... .-...

10 .................. ...... 11........................

Total ..............

Distance 

from 

well next 

above.

Feet. 

440

300

Discharge.

Miners'1 

inches. 

22

37

56

74

571

All the measurements recorded above correspond to the condition of the wells 

about thirty-six hours after all had been uncapped and had been running their full 

streams.

This point is of some importance, because measurements made immediately or 

soon after uncapping a well that has been closed for some tinmshow at first a considerably larger dscharge, evidently due to accumulated pressure, or what might 

be called a "local head," requiring some time to run down to the nominal discharge.

IRR 59 02 6
82 WATER IN SOUTHERN CALIFORNIA, PART I. !>To.59.

DEGREE OF INTERDEPENDENCE OF WELLS.

The extent to which the discharge of any well or group of wells is influenced by 

that of others situated at a greater or less distance is a question of great practical 

interest, since upon the answer depends the aggregate amount of water to be 

expected from further developments on the "water tract" by boring additional 

wells. I have tested the point in a variety o: ways, the more important being the 

following:

(1) Well No. 6 in group B has for some time past remained capped, with an inch 

pipe carrying the water to a dwelling house some 300 yards away, the water reaching the level of 26 feet above the casing when all the other wells of the group are 

capped. It was found when all the other wells are uncapped the water level at 

the house falls about 3 feet 7 inches. As stated above, the total flow of the wells 

of this group is 225 inches; that of No. 6, 20 inches. It is distant only 40 feet from 

well No. 5, having a flow of 63 inches, and all the rest of the group lie within 130 

feet. Yet the measurement shows that the opening or shutting down of a flow of 

205 inches, or more than ten times the amount of the flow of No. 6, influences its 

head to the extent of not quite 14 per cent, or three-quarters of 1 per cent of the 

total discharge of the group.

(2) Well No. 2 of group D had been steadily running for upward of a year, all 

the rest of the group, as well as those of groups B and C, being closed. It was 

then discharging about 61 inches. After nine other wells (Nos. 3 to 11, inclusive) 

had been uncapped, No. 2 was found to have decreased to 57 inches in the course 

of about three hours. On opening No. 1, within 80 feet of No. 2, its flow fell off to 

55 inches, and forty-eight hours afterwards it had reached its minimum flow of 

48.4 inches, which, however, five hours after was found to have risen again to 51 

inches, the figure adopted in the table above. Such fluctuations of a few inches 

appeared of measurements made at different times of the day, in almost all cases 

of strong flow, possibly as the result of barometric variations or other diurnal 

causes.

It will be seen that in the case of this well the letting loose of 520 inches of water 

within an area of 17 acres immediately adjacent caused a decrease of-the flow it 

had when running by itself of only 10 inches, being a^out one-sixth, or, say, 17 per 

cent, of its maximum flow when all the rest were closed, or If per ceat of the total 

discharge of the group. It will be noted that this is very nearly the same ratio as 

in the case of well No. 6 in group B reported above.

(3) After the wells had all reached a state of sensibly normal discharge, groups 

C and D, with their aggregate discharge of 606 inches, were shut down about 5 

p. m., in order to observe the effect on other groups.

Group B was measured at 10 p. in., and was foiind to be discharging 211 inches. 

Six hours before, when all the other wells were still open, the flow was 205 inches, 

thus showing an increase of 6 inches, possibly caused by the shutting down of an 

aggregate of 606 inches at the average distance of about a mile. This is a* very 

slight effect at best, being less than 1 per cent of the total amount shut off, or 

three-fourths of 1 per cent of the total discharge concerned, and less than 3 per 

cent of the discharge of the five open wells of the group. But the fact that on 

the morning of the same day these wells stand credited with a discharge of 215 

inches renders it even doubtful that the shutting down of groups O and D caused 

the observed increase, and that it was not merely due to diurnal variations referred 

to above and known to exist. Unfortunately my time did not permit of the continuation of the observations so as to settle this point definitely.

(4) On the following day, eighteen hours after the shutting down of all the 

other groups, representing an aggregate of 831 inches, at an average distance of 

about 5,000 feet, group A was remeasured. It was found that the discharge of 

well No. 1 had decreased from 36 to 29 inches, evidently in consequence of being 

loaded down with a quantity of gravel that had slid in from above, the pipe having
.LIPPINCOTT.] GAGE CANAL SY8TJEM: ' 83

sunk below the ground level. In the rest of the group (Nos. 2 to 6) there had 

been an increase over the discharge observed in the afternoon of the previous day 

from 324 to 233 inches, a difference of 9 inches in the total discharge cf the group, 

or 4 per cent of its volume, but only a Jittle over a third of 1 per cent of the total 

discharge concerned.

(5) A striking proof of the relative independence of these,, wells of-one another 

when situated at reasonable distances apart is found in the "local head." or accumulation of pressure that takes place so soon as an individual well is shut down. 

When measured immediately aft?r uncapping, a well that has remained closed for 

some time is found to discharge from 15 to 17 per cent, (in the large wells) more 

{ban its normal flow, to whjch it settles down after a lapse of from twenty to 

thirty hours. This accumulation and slow running down proves conclusively 

that we have here to do, not with an ordinary hydrostatic column, but with a mass 

of water so subdivided by the c'osely packed materials intervening between the 

vents made by the auger and in the interspaces in which the Water is stored that 

a rapid transmission of pressure is not possible, and that the laws of hydraulics 

and friction, rather than those of hydrostatics, must be held to govern the discharge. 

Moreover, it proves that hundreds of inches of water discharge bear but a very 

small ratio to the total supply that lies behind these artesian fountains.

The nature of these materials as disclosed by the auger or sand pump is found 

to be gravel (ranging from pea sjze up to cobbles of greater diameter than even 

the 10-inch pipes), tightly packed with sand of various degrees of fineness. Cobbles nearly filling the pipe.s over 7 pounds in weight have in several instances 

been ejected by the water pressure from some of these wells. The character of 

these cobbles can not be mistaken: they represent the same rocks that have been 

and are now being brought down from the Santa Ana and Mill Creek canyons at 

the head of the valley, where a wilderness of the same materials (ranging all the 

way from fine sand up to bowlders of 5 feet in diameter) cover many square miles 

of surface and are shown in every break of the country. There, as well as in the 

borings, occasional sheets or strata of clay or other impervious materials alternate 

with the gravel and cobble deposits, and with the penetration of each such clay 

layer additional water pressure is obtained in the wells. The sources of Warm 

Creek, the Parish Ditch, and of such outflows as "Hunt's Spring" doubtless indicate the termination or the perforation from some cause of such impervious watershedding strata not far from the surface.

On page 23 is an analysis of water from wells in groups A and D of 

this system.

In October, 1892, the owners of the Gage canal system conducted 

a series of experiments on 55 artesian wells and obtained results at 

variance with the previous experiment. a The numbers indicated in 

the first column of the table correspond with numbers on PI. I and 

show the locations of the wells. The third column of the table gives 

the distance to the nearest well, the fourth column the static pressure, in feet, when each well is closed. The fifth column (final measurement, reduced to miners' inches) gives the amount of water that each 

well was flowing at the end of the experiment, when all of the wells 

following it in the table were open. For instance, when well No. 115, 

which corresponds to well No. 1 of the Gage Canal Company's numbering, was open and all of the other wells were closed its discharge was 

in both instances 5 miners' inches. When well No. 116 was open and

 This is probably due to the more complete development of the entire supply by the Gage 

Canal Company and others.
84 WATEE IN SOUTHERN CALIFOENIA, PAET I. [NO. 59.

all of the other wells were closed its discharge was 46 miners' inches; 

but when all other wells following in the list were open its discharge 

was 32.5 miners' inches. The seventh column gives the percentage of 

decrease in the flow of'this particular well under the foregoing conditions. The eighth column gives the cumulative number of the original measurement, in miners' inches. In other words, it is the sum of 

the flow of any well and of all of the wells preceding it in the table, 

on the basis of one well alone being open. For example, well No. 115 

being open and all of the other wells closed, it flows 5 miners' inches. 

Well No. 116 being open and all of the others closed it flows 46 miners' 

inches. Then the cumulative number of the original measurement, 

in miners' inches, corresponding to well No. 116 would be the sum of 

these two volumes, or 51 miners' inches. The ninth column gives the 

cumulative number of final measurements, in miners' inches, which is 

the sum of the discharge, on the basis of the other wells all flowing; 

as, for instance, in the case of well No. 116, when the other wells are 

open it would discharge 32.5 miners' inches, which added to the discharge of well No. 115 gives a total for the two wells of 37.5 miners' 

inches. The tenth column gives the percentage of decrease at each 

point of comparison between the seventh and eighth columns. The 

last column of the table gives the temperature of the water.

Fifty-five wells are considered in these experiments, and while the 

total volume of water obtained increased as more wells were opened, 

the aggregate flow is not so great, by 52 per cent, as the sum of the 

flow of all of the individual wells.

From the foregoing it will be seen that in this particular instance a 

gain was made by boring as many as 55 wells, but it is also indicated 

that the number of wells could not be increased indefinitely at a financial profit.

Table showing effect of opening and closing neighboring artesian wells of the Gage

canal system.*

Quadrangle.

San Bernardino

Do-..... -

Do..... ......

Do...........

Do.. ....

Do.. 

Do. .......

Do...........

Do... .....

Do-. 

Do.. ......

o

9

&

^

9

fc

115

116

117

118

119

120

121

122

123

124

125

"3

o

1

aB

d

 d

0

1

2

3

4

5

6

7

8

9

10

11

a

9

9

<t_05

a

§-P

.1

0.

Feet.

0

1,216

296

525

551

265

4 620

353

201

331

714

9 

P

GO

2

OH

Feet.

34.75

70.40

73! 60

33.00

sn ou. VI (ju

11.00

11.00

13.50

12.50

28.00

fl

9

a9

ic3

0)

a

 a

s

E

Miners'1

inches.

5.00

33.50

29.00

41 35

3! 50

45 00

13 75

2LOO

3.50

3.35

24.50

9

L

9

1

6C '(§

Miners'

inches.

5.00

46.00

37.00

48.75

3.50

51.75

27.50

46.0)

9.75

6.00

58.0)

§ S

£*f

<B*I

g|g ** W «8

9 *fH D

^s o a

Q

P. cent

0

30

23

15

0

13

fiO

55

64

46

58

ii

^'Efl

O 9

> |

'43 °o ^

f-Sa

o

Miners'1

inches.

5.00

51.00

88.00

136.75

140.35

192.00

219.50

265.50

275.35

381 25

339! 35

I I

fl CO

og cS

g-i

 a

« a <»

1-&2

a'43 a

O

Miners'1

inches.

5.00

 37.50

66.50

107.75

111.25

156.35

170.00

191.00

194.50

197. 75

233.35

9

"o

>

as

05

^

5

P

P. cent.

0

27

ojY21^

19

23

28

29

30

35

0

5^

9 ^ 

P.

a

a> H

Z)igrees.

75.0

74.0

74.0

74.0

73.0

74.0

70.0

70.0

70.0

68.5

67.0

» Courtesy of W. Irving, engineer of Gage canal system. 

b These are the numbers shown on PI. I.
LIPPINCOTT.] GAGE CANAL SYSTEM. 85

Table showing effect of opening and closing neighboring artesian u-ells of the Gage 

canal system Continued.

Quadrangle.

San Bernardino 

Do.. .. .......

Do.. ....... --

Do .............

Do.... .......

Do.... _. 

Do-..-.......

Do.. ......

Do.... .......

Do...........

Do.. ...... ...

Do..... ......

Do.. .........

Do. ...... ....

Do .-.. 

Do .... ...

Do. .......

Do. .. 

Do...........

Do...........

Do...........

Do- .......

Do. ......

Do. . .

Do.... ....

Do.... .......

Do...........

Do...........

San Bernardino 

Do..... ......

Do.... ..... .

Do. ......

Do. .......

Do...........

Do.... .......

Do...........

Do..... ......

Do.. ....... ..

Do. .....

Do. .......

Do..... ......

San Bernardino

well. Old number of

136 

137 

138 

139 

130 

131 

132 

133 

134 

135 

136 

391 

392 

393 

394 

395 

396 

397 

398 

399 

400 

401 

402 

403 

404 

405 

406 

407 

408 

155 

156 

157 

158 

159 

160 

161 

163 

163 

164 

409 

410 

411 

412 

169

New numberof 

well.

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

33 

23 

34 

25 

26 

37 

38 

39 

30 

31 

32 

33 

34 

35 

36 

37 

38 

39 

40 

41 

43 

43 

44 

45 

46 

47 

48 

49 

50 

51 

53 

53 

54 

55

between Distance 

wells.

Feet. 

80 

765 

530 

1,680 

180 

: 175 

480 

330 

370 

260 

270 

265 

265 

320 

280 

330 

280 

310 

790 

430 

35 

315 

550 

130 

130 

680 

90 

,279 

1,090 

474 

510 

510 

'307 

1,580 

15 

15 

40 

50 

40 

4,440 

20 

25 

25 

5,070

Pressure.

Lbs. 

29.00 

16.10 

16.95 

"17.00 

50.60 

50.00 

"50.00 

16.95 

12.00 

13.30 

16.90 

10.90 

13.80 

13.80 

12.60 

13.80 

15.00 

16.10 

12.60 

14.90 

16.10 

18.40

00 15.50 

16.10 

16.00 

16.00 

16.90 

16.90 

13.80 

16.90 

18.00 

30.00 

25.00 

25.00 

35.00 

25.00 

23.30 

25.00 

19.00

1».J00 

19.00 

19.00 

32.00

measurement. Final 

Miners' 

inches. 

21.62 

86.50 

101.50 

63.50 

50.00 

32.00 

37.00 

43.50 

9.50 

24.75 

50.50 

36.00 

26.00 

19.75 

21.00 

9.00 

38.00 

28.85 

11.25 

3.75 

16.25 

41.00 

48.00 

30.50 

16. CO 

43.00 

38.75 

10.50 

77.15 

69.50 

85.75 

109.75 

93.75 

16.50 

6.70 

36.40 

39.33 

36.40 

15.00 

00.00

no. on

00.00 

00.00 

80.00

Original measure- ment.

Miners' 

inches. 

49.75 

150.00 

163.00 

80.50 

60.50 

37.50 

71.50 

143.00 

60.00 

104.00 

146.00 

133.50 

68.75 

68.75 

75.00 

34.00 

88.50 

47.00 

30.00 

9.50 

38.50 

 90.00 

98.30 

65.75 

39.50 

93.00 

48.75 

34.75 

166.00 

168.00 

169.00 

137.00 

146. OC 

46.25 

16.75 

66.00 

50.84 

76.00 

"30.00 

7.00 

7.10 

7.00 

10.50 

150.00

between Difference and fialoriginal measurements.

P. cent. 

57 

43 

37 

33 

18 

15 

63 

70 

84 

77 

66 

73 

62 

71 

' 72 

73 

58 

3P 

63 

60 

48 

55 

52 

54 

46 

55 

41 

58 

53 

58 

50 

20 

37 

60 

60 

60 

60 

60 

25 

100 

100 

100 

100 

56

Cumulative quan- original tityof 

measurements.

Miners'1 

inches. 

389.00 

539.00 

7H.OO 

781.50 

843.00 

879.50 

951.00 

1,094.00 

1,154.00 

1,258.00 

1,404.00 

1,536.00 

1,605.25 

1,674.00 

1, 749. 00 

1,783.00 

1,871.50 

1,918.50 

1,948.50 

1,958.00 

1,986.50 

2,076.50 

2,174.80 

2,340.55 

2,270.05 

2,362.05 

2,410.80 

2,435.55 

2,601.55 

2,769.55 

2,938.55 

3,075.55 

3,321.55 

3,267.80 

3,384.55 

3,350.55 

3,401.39 

3,477.39 

3,497.39 

3,504.39 

3,511.49 

3.518.49 

3,528.99 

3,678.99

Cumulative quan- final tity of measurements.

Miners'1 

inches. 

343.37 

330.37 

431. 87 

494.37 

544.37 

576.27 

603.37 

646.87 

656.37 

681. 12 

731.62 

767.63 

793.62 

813. 37 

- 834.37 

843.37 

881.37 

910.22 

921. 47 

925.22 

941.47 

982.47 

1,030.47 

1,060.97 

1,076.97 

1,118.97 

1,147.72 

1,158.32 

1,235.37 

1,304.87 

1,390.63 

1,500.37 

1,593.12 

1,609.63 

1,616.33 

1,640.72 

1,670.05 

1,698.45 

1,713.45 

1,713.45 

1,713.4s 

1,713.45 

1,713.45 

1,793.45

volume. Decrease in

P. cent . 

37i 

39 

39 

37 

36 

35 

37 

43 

44 

46 

48 

51 

51 

53 

54 

54 

53 

53 

53 

53 

53 

53 

53 

53 

53 

54 

53 

53 

53 

53 

53 

53 

51 

51 

51 

53 

51 

53 

51 

52 

53 

52 

52 

52

Temperature of 

water.

Degrees. 

8.0 

760.0 

70.Q 

64.5 

66.0 

65.0 

62.0 

62.0 

63.0 

62.0 

63.0 

62.0 

62.0 

63.0 

62.0 

62.0 

62.0 

62.0 

62.0 

64.0 

64.0 

63.0 

63.0 

63.0 

64.0 

66.0 

66.0 

66.0 

66.0 

66.0 

66.0 

66.0 

64.0 

63.0 

62.0 

63.0 

62.0 

63.0 

62.0 

64.0 

64.0 

64.0 

65.0 

64.0

1 Estimated. b Left open.

DIVERTING DAM.

The river water, is diverted into the canal by means of temporary 

brush and sand dams, which are renewed each year; but owing to the 

natural conditions in the river bottom the renewal is a work of small 

expense compared with the cost of permanent works sufficient to withstand the action of floods, which sometimes exceed 2,000 cubic feet 

per second over a bed composed of sand and gravel several hundred 

feet in depth. In a few hours after the river reaches its maximum 

discharge it recedes to its normal flow, when the whole of it can if 

necessary be diverted into the canal by throwing up an embankment 

of sand a few inches above the water surface.
86 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

HEAD GATES.

The head gates are strongly cpnstructed of heavy timbers and have 

three sets of regulating gates, opened by means of ratchets and pinSntrcatee ftvm. riwer

to 

head gates

> Entrant gates

'& __r~ " : "a|^jjfegsg%Bfe

!

: Head 

9<tys

t

Outlet gates

% _ BjJ' _ =

1

'

'<

FIG. 3. Plan showing arrangement of head gates of Gage canal.

ions, one set being sand gates for the discharge of the surplus water 

and the moving sand. (See fig. 3.)
LIPPINCOTT.] GAGE CANAL SYSTEM. 87

The water discharges out of the head gates into a settling basin, 

from which it is measured over a weir into the canal. Figs. 3, 4, and 

5 show the head gates and the measuring weir. In connection with 

the weir there is an automatic register by means of which a record is

PIG. 4. Section of headworks of Gage canal, on line A-B of fig. 8.

made of the amount of water flowing into the canal at all times during; 

the irrigation season.

In addition to the automatic register there is an automatic electric 

alarm by means of which high and low water during the night are

Top pf measuring weir in, a measuring weir

 floor of 

meas? weir

FIG. 5. End elevation of measuring weir on Gage canal, showing end elevation of outlet gates

beyond.

made known to the attendant. The cylinder on which the changes 

are traced receives its motion from a clock movement and makes one 

revolution in seven days.

The weir over which the water is measured is 23 feet long. The 

canal at the weir is 24 feet wide and serves 

as a settling basin for the moving sand, 

which at times causes trouble. For a distance of a few hundred feet from the head 

gates the banks of the canal are lined with 

wooden sheeting, gradually narrowing from 

a width on the bottom of 24 feet at the head 

gates to 10 feet where the cemented portion 

begins. From that point for a distance of 

2,950 feet the canal gradually rises from the 

river bottom proper to the plain of the first 

mesa lands and to flume No. 1, over a 

small local arroyo; thence, at a distance

FIG. 6. Section of tunnel No. 1, 

in earth, of Gage canal system.

of 8,500 feet, through the same mesa lands to flume No. 2, over a 

small creek; thence, at a distance of 15,650 feet, through the mesa 

lands to tunnel "No. 1 and the base of a range of foothills; thence, at 

a distance of 21,050 feet, by a series of tunnels and along the face of
WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

the foothills to flume No. 3. A section of tunnel No. 1 is shown in 

fig. 6. The canal continues along the bluffs in a series of tunnels, 

fills, and flumes Nos. 4, 5, and 6 until it passes onto the upper plains 

at a distance of 27,200 feet. From that point it follows the natural 

contour of the land, crosses an arroyo by means of flume No. 8 (flume 

No. 7 being now a fill), and at a distance of 45,600 feet from its head 

it passes through the projecting point of a foothill by means of a

tunnel, and then continues along the natural 

contour to flume No. 9, over Terquisquite 

Arroyo, at a distance of 62,800 feet, or 11.9 

miles; then, by means of flumes, fills, and 

cuts, it crosses the arroyo between the foothills and follows the natural contour of the 

land to the end, the total length being 

106,444 feet, or 20.16 miles.

CEMENT LINING.

FIG. 7. Section of tunnel in rock 

on Gage canal system.

Generally the slope of the sides of the 

canal is 4 perpendicular to 3 horizontal.

From the head gates to flume No. 10 the 

canal is lined with masonry, as are also all tunnels and fills, to a depth 

of 5 inches, and then is plastered with cement mortar; the remaining 

portions are lined with cement plaster to a thickness of three-fourths 

of an inch. Of the whole length of the canal (20.16 miles) 14.5 miles

FIG 8. Plan of bulkhead and orchard lateral connection on Gage canal system.

are lined with cement. Most of this work was done during the winter 

months from 1891 to 1894, and at an average cost of $1.50 per foot, or a 

total costof $114,135. While itcan be said that this cement lining has 

not stood well, it can also be said that it has stood better than was
LIPPINCOTT.J GAGE CANAL SYSTEM. 89

expected under the conditions. "When in increasing the capacity of 

a channel it is a question of spending $75,000 in one case and $200,000 

in the other case, and saving an important percentage of irrigation 

water, it inay be excusable to take some risk. Large surfaces of 

cement coating three-fourths inch thick can not be expected to stand 

much strain under the action of storm waters, and it is to this action 

that nearly all ruptures of the coating are due. Had there been 

intervals of time during recent dry years to close the canal for repairs

FIG. 9. Cross section of bulkhead and orchard lateral on Gage canal system, on line C-D of fig. 8.

its condition would be much better. No repairs have been made 

during tfye last four years, and the estimated cost of a thorough renovation is less than 11,000, which spread over four years is only a 

fraction of 1 per cent of the original cost.

The cross section of the canal varies with the distance from the 

head gates'. The bottom width below the head gates is 10 feet, as 

already stated, which is gradually reduced to 6 feet at flume No. 10; 

from that point to near the end the width is 5 feet. The canal has a 

uniform depth of 4 feet throughout its entire length.

-vvr-rr vr-rrr

Fro. 10. Longitudinal section of bulkhead and orchard lateral on Gage canal system, on line

A-B of fig. 8.

The total length of tunnels is 5,250 feet. Where they pass through 

earth formation the bottom and sides are lined with concrete masonry 

and the roofs are heavily timbered.

The total length of flumes is 4,000 feet. All are strongly framed, 

rest on masonry foundations, and have retaining walls and foundations at each end where they connect with the other parts of the canal.

CAPACITY.

The capacity of the canal at various localities, as stated by the 

engineer of the company in 1899, is as follows:

Miners' inches. 

Canal 1.5 miles from headworks.._._.__......--.....-...---.. .._. 9,646

Tunnel 3 miles from headworks................... ..----.--..-... 4,630

Flume 4 miles from headworks.................................... 4,270
90 WATER IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

Miners' inches. 

Weir 5.7 miles from headworks . __-_._..---..--.--._. ........... 2,215

Flume 7.5 miles from headworks...... ........................... 4,060

Flume 11.9 miles from head works...--...-.-.. ...-.....-.,--.---. 3,166

Canal 12.5 miles from headworks... ...........-.-....--..--_-.... 4,375

' Flume 14.75 miles from headworks ... ......_..._....-.-.....-.--- 3,436

Flume 18.5 miles from headworks....... ......................... 3,350

Pipe line (l&ineh) to San Jaointo Land Company from s.ruth, end 

of canal --.-.-.. ........... .......--.-......-.-.--...-----...- .346

8.00-

FIG. 11. Plan showing junction of canal and flume on Gage canal system.

FIG. 13. Longitudinal section of canal and flume on Gage canal system.

In 1899 the upper section of the canal was carrying 1,440 miners* 

inches; at the lower end of the middle section there were 742 miners' 

inches, while at the extreme southerly end of the canal the San Jacinto 

Land Company was taking out through its pipe line, for the supply to
LIPPINCOTT.] GAGE CANAL SYSTEM. 91

530 acres under cultivation, all of the water remaining in the canal, 

viz, about 106 miners' inches, or 1 miners' inch to each 5 acres. This

FIG. 13. Section of flume and trestle on Gage canal system.

* 15.00 

ru i4.na 

FIG. U. Cross sections of Gage canal: a, 336 feet from head; 6,1.63 miles from head; c, Smiles 

from head; d, 8.55 miles from head; e, 18.69 miles from head; /, at terminus.

duty of 1 inch to 5 acres was then and still is in force on all cultivated lands under the Gage canal. The canal gave nearly the full 

water supply to its underlying lands during the drought of 1897-1900.
92 WATEE IN SOUTHERN CALIFORNIA, PART I. [NO. 59.

The following table gives the value of the hydraulic elements in 

the various sections of the canal.

 Table showing value of hydraulic elements in sections of Gage canal.

Area of cross section, in feet 

Perimeter of cross section, in

Discharge, in miners1 inches .....

A.

0.064

.000413

47.25 

19.80

2.38

; 014 121'

8,953

B.

1.62

.00052

45.5 

19.1

2.38

.014

121

9,646

C.

3

.000383

33.25 

15.60

2.13

.014

119

5,635

D.

8.55

.000478

33.67 

15.75

2.13

.014

119

6,380

E.

18.69

.0004

26.68 

13.75

1.94

.014

118

4,375

P.

0.0004

23.18 

12.75

1.82

.014

118

3,686

DIVERSIONS.

East Riverside. About 30,000 feet from the head gates the first 

distributing pipe in the East Riverside district connects with the 

canal, and from that point to flume No. 9, over Terquisquite Arroyo, 

distributing pipes enter the canal at intervals of about one-fourth 

of a mile. Throughout this whole distance metal valves inserted in 

brickwork are provided at all distributing points. (See figs. 8, 9, and 

10.) The distribution system is under command of an officer whose 

duty it is to subdivide the water to the several owners in accordance 

with their shares and with the by-laws adopted by themselves, 

through their representatives, for its management and distribution. 

Fig. 11 shows the junction of canal and flume generally used on the 

Gage canal system.

The amount of land served by the canal in the East Riverside district, extending from the first diversion described to flume No. 9, its 

southerly limit, is 3,620 acres, nearly all of which is now under 

cultivation.

Lands served by Gage canal in East Riverside district.

Growing oranges.......

Growing lemons........... . Growing deciduous fruits. 

Growing alfalfa..........

Total cultivated area 

Uncultivated area _--._._..

Acres.

3,000 

40 

40 

40

3,120

500

Total .................................................. 3,J20

Arlington Heights. At a distance of 71,900 feet from the head 

gates, and about 1^ miles from flume No. 9, the lands of Arlington 

Heights are reached. These lands are subdivided, by streets, at 

intervals of one-fourth of a mile, each block of about 40 acres being 

bounded by streets and the block again subdivided into 10-acre lots.
LIPPINCOTT.] GAGE CANAL SYSTEM. 93

The total acreage served by the canal at Arlington Heights is a 

little more than 4,890 acres, divided as follows:

Lands at Arlington Heights served by Gage canal..

Acres. 

Growing oranges. .......^................................... 2, 200

Growing lemons...-.-..--.-.....-...._......--............... 520

Growing grape fruit..--------.--.--.-_...__.----._.___.---.... 170

Total cultivated area ................................... 2,890

Uncultivated area .............................................. 2,000

Total area subject to canal........................ - ... 4,890

Pipe lines. The distribution of water is by means of steel pipes 

carried down each street transverse to the canal, with lateral connections to each 10-acre lot, the water being carried to the highest point 

and furnished with a hydrant and measuring weir. From the hydrants 

open flumes are laid along the highest boundaries of the lots, from which 

the water is served to the irrigating furrows between the trees. At 

the end of each pipe line where it enters the canal bulkhead is a 

regulating valve and a measuring weir. (See figs. -8, 9, and 10.)

The main pipe lines on the streets vary in diameter from 10 inches 

at the canal to 6 inches at the lowest point. The greatest pressure 

to which the pipes are subjected is equal to a head of 164 feet, or 70 

pounds to the square inch. The pipes are formed of riveted steel 

plate, No. 14 to 18 gage, coated with an asphaltum preparation.

On the distribution system of Arlington Heights there are 287 

hydrants, or an average of one hydrant to each 10 acres. The 

hydrants are manufactured by the Lacy Manufacturing Company, of 

Los Angeles, from a special design by Mr. William Irving, engineer 

of the Gage canal system. Hydrants are furnished to the irrigators 

at a cost of $10 in place. Over the hydrant is set a cement hydrant 

box, which is made by the Gage Canal Company and set in place at 

an expense to the irrigators of $10 each, which represents the actual 

cost. In the distribution system of Arlington Heights there are the 

following lengths of steel pipe:

4,800 feet of 12-inch, costing 66 cents per foot laid. 

4,000 feet of 10-inch, costing 56 cents per foot laid. 

36,500 feet of 8-inch, costing 47 cents per foot laid. 

88,400 feet of 6-inch, costing 36 cents per foot laid. 

147,200 feet of 4-inch, costing 26 cents per foot laid

This represents a total cost of $92,660 for the pipe in that system.

Detailed data pertaining to the distribution system of East Riverside under the Gage canal can not be obtained, but the cost, using the 

Arlington Heights factor of acreage, which will give results very close 

to the correct figures, would be $102,000. The method of distribution 

for East Riverside lands under the Gage canal is similar to that 

described for Arlington Heights.
94 WATER IN SOUTHERN CALIFORNIA, PART I. [NO.59.

San Jaeinto Land Company. The following lands, which ar,e 

adjacent to the south and west boundaries of Arlington Heights, are 

served by the Gage canal at its extreme southwesterly terminus:

- Lands of San Jaeinto Land Company served by Gage canal.

Acres. 

Growing oranges................ .. .---...-.-.....-...-.----.-. 452

Growing lemons......-...-..---....-.-.--....-..----.-------..- 60

Growing grape fruit...... ..,...-..--.-.-.--.-.-...--.---.----- 18

Total cultivated area ....-......-.--.-..--.-.....-..---.,-. 530

Uncultivated area ..... .. ....... .-......----.---..---.----..---- 120

Total area subject to canal ......----.-.-..-..-.....- .... 650

DUTY OF WATER. a

The duty of water under the Gage canal system is equal to 1 miners' 

inch to each 5 acres of land, continuous flow. Its equivalent is 0.02 

cubic foot per second, which converted into the form of an equivalent 

annual rainfall equals very nearly 35 inches depth of water over the 

whole area of land. As the periods of irrigation are generally at 

intervals of one month, each monthly irrigation is equal to a rainfall 

of nearly 3 inches.

Under this system the purchaser of land becomes a shareholder in 

the canal and the water sources, and by virtue of his" water stock has 

a voice in the management of everything pertaining to the water 

service. The management consists of a board of directors elected 

annually by the owners of the lands and the stockholders in the canal 

company.

The portions of the by-laws which provide for the issuance of stock 

carrying water rights and for the distribution of the water are as

follows:

ARTICLE V.

CAPITAL STOCfe.

SEC. 1. The board of directors shall cause to be issued certificates of stock to 

subscribers or purchasers of stock o" to persons with whom the corporation may 

bargain or contract in relation to the purchase or use of water or water rights or 

property of any kind or character, and shall cause such stock and certificates 

thereof to be issued in accordance with the direction of any of the above-named 

persons; and thereafter shall cause to be issued to stockholders or their assignees 

certificates of stock, in accordance with law and their articles of incorporation 

and these by-laws and rights of the parties, which certificates shall be signed by 

the president and secretary; and all stock (or new stock issued or to be issued in 

lieu thereof) sold, bartered, or exchanged for the purpose of purchasing water to 

be supplied to or flowing in the canal or canals rsed or owned by the corporation 

shall have attached thereto and transferred therewith and evidenced by indorsement on the certificate thereof a water right or rights to the use of water delivered 

at the main canal in continuous flow under a 4-inch pressure in the proportion of 

one-tenth of an inch under said pressure to each share: Provided, That the board 

of directors shall, in their discretion, have power to affix to such water rights when

 Detailed descriptions of the use and duty of water under the Gage canal system are given in 

Bull. 86 U. S. Dept. Agr., office of Experiment Stations, Pt. 1, p. 74, Pt. II, pp. 131-148.
PINCOTT.] . GAGE CANAL SYSTEM. *95

the same are first "granted such terms or conditions as to application or use of 

water for specific purposes as they may contract or see fit, and to provide thatsuch conditions shall be observed, otherwise such water right to be void, but 

thereafter such terms or conditions shall not be changed except by consent of the 

stockholder holding such water right: And provided also, That such water right 

shall be subject to the provision of the articles of incorporation in that behalf and 

to these by-laws or any amendments thereof and to the rules and regulations 

whish are or may be from time to time adopted by the board of directors. Certificates of stock shall not be issued in less amount than one share.

SEC. 2. No transfer of stock shall be binding on the corporation unless duly 

entered on its books, nor shall stock be issuable until the owner thereof or his 

duly authorized agent shall have signed a receipt therefor on the stub of the stockcertificate book and until all the previous assessments and water rates as provided by these by-laws and the articles of incorporation, levied thereoa according 

to the law and according to these by-laws and the articles of incorporation, have 

been fully paid.

ARTICLE VIII.

AS TO BY-LAWS.

These by-laws, or either or any of them, by section or article, may be repealed, 

amended, or added to, or new by-laws adopted in their stead,-either by the stockholders at any meeting thereof or by the majority of the board of directors at any 

meeting thereof.

ARTICLE IX.

MISCELLANEOUS.

SEC. 1. An inch of water in these by-laws referred to is defined to be a continuous flow of water through an aperture one (1) inch square under a pressure of fo,ur 

(4) inches, measured from the center of such aperture to the surfac>e of the water.

SEC. 2. Each stockholder is entitled to water in continuous flow, or its equivalent, taken monthly, according to the by-laws and regulations of the corporation. 

Should any stockholder desire to have furnished in one day the supply of water to 

which he is entitled for a certain number of days not to exceed thirty days (nor in 

excess of the capacity of the distributing pipe or pipes to his land or lands), he 

shall give the corporation at least four days' notice of such desire and accept the 

water on any day or days that the company may be able to arrange for the supply 

thereof.

COST.

The cost of the system to 1893 is as follows:

Cost of Gage canal system to 1893.

Main canal and CDnnected works, including rights of way ..-.__ $285,000 

.Distributing pipe lines and connected works....._..__.__._...--- 70,000

Artesian wells...... ........ .......-...--, .. .............-. 50,000

Water sources and connected lands ................ ............ 175,000

Total................... ..................._........... 580,000

[For index see end of Part II, Water-Supply and Irrigation Paper 

No. 60, which contains descriptions of the East Riverside irrigation 

district, the Riverside-Highland Water Company, and the lower San 

Bernardino Valley above Rincon, also complete data of the 890 wells 

in the San Bernardino and Redlands quadrangles, and notes concerning the manufacture of Portland cement in southern California.}

O
1895.

Sixteenth Annual Report of the United States Geological Survey, 1894-95, Part II, 

Papers of an economic character, 1895; octavo, 598 pp.

Contains a paper on the public lands and their water supply, by F. H. Newell, illustrated 

by a large map showing the relative extent and location of the vacant public lands; also a 

report on the water resources of a portion of the Great Plains, by Robert Hay.

A geological reconnoissance of northwestern Wyoming, by George H. Eldridge, 

1894; octavo, 72 pp. Bulletin No. 119 of the United States Geological Survey.

Contains a description of the geologic structure of portions of the Big Horn Range and 

Big Horn Basin, especially with reference to the coal fields, and remarks upon the water 

supply and agricultural possibilities.

Report of progress of the division of hydrography for the calendar years 1893 and 

1894, by F. H. Newell, 1895; octavo, 176 pp. Bulletin No. 131 of the United 

States Geological Survey.

Contains results of stream measurements at various points, mainly within the arid region, 

and records of wells in western Nebraska, western Kansas, and eastern Colorado.

1S96.

Seventeenth Annual Report of the United States Geological Survey, 1895-96, Part 

II, Economic geology and hydrography, 1896; octavo, 864 pp.

Contains papers on " The underground water of the Arkansas Valley in eastern Colorado," by G. K. Gilbert; "The water resources of Illinois," by Frank Leverett, and "Preliminary report on the artesian waters of a portion of the Dakotas," by N. H? Darton.

Artesian-vyell prospects in the Atlantic Coastal Plain region, by N. H. Darton, 

1896; octavo, 230 pp., 19 plates. Bulletin No. 138 of the United States Geological Survey.

Gives a description of the geologic conditions of the coastal region from Long Island, 

N. Y., to Georgia, and contains data relating to many of the deep wells.

Report of progress of the division of hydrography for the calendar year 1895, by 

F. H. Newell, hydrographer in charge, 1896; octavo, 356 pp. Bulletin No. 140 

of the United States Geological Survey.

Contains a description of the instruments and methods employed in measuring streams 

and the results of hydrographic investigations in various parts of the United States.

1897.

Eighteenth Annual Report of the United States Geological Survey, 1896-97, Part 

IV, Hydrography, 1897; octavo, 756 pp.

Contains a "Report of progress of stream measurements for the calendar year 1896," by 

Arthur P. Davis; "The water resources of Indiana and Ohio," by Frank Leverett; "New 

developments in well boring and irrigation in South Dakota," by N. H. Darton, and " Reservoirs for irrigation," by J. D. Schuyler.

~~ 1S99.

Nineteenth Annual Report of the United States Geological Survey, 1897-98, Part 

IV, Hydrography, 1899; octavo, 814 pp.

Contains a "Report of progress of stream measurements for the calendar year 1898," 

by F. H. Newell and others; "The rock waters of Ohio," by Edward Orton, and "A preliminary report on the geology and water resources of Nebraska west of the one hundred 

and third meridian," by N. H. Darton.

Part II of the Nineteenth Annual contains a paper on " Principles and conditions of the 

movements of ground water," by F. H. King, and one on " Theoretical investigation of the 

motion of ground waters," by C. S. Slichter.

1900.

Twentieth Annual Report of the United States Geological Survey, 1898-99, Part 

IV, Hydrography, 1900; octavo, 660 pp.

Contains a "Report of progress of stream measurements for the calendar year 1898," by 

F. H. Newell, and " Hydrography of Nicaragua," by A. P. Davis.

1901.

Twenty-first Annual Report of the United States Geological Survey, 1899-1900, 

Part IV, Hydrography, 1900; octavo, 768 pp.

Contains a " Report 9f progress of stream measurements for the calendar year 1899," by 

F. H. Newell; " Preliminary description of the geology and water resources of the southern 

half of the Black Hills and adjoining regions in South Dakota and Wyoming," by N. H. 

Darton, and "The High Plains and their utilization," by W. D. Johnson.

Correspondence should be addressed to

The Director,

United States Geological Survey,

Washington, D. C. 

IRR 59 3
WATER-SUPPLY AND IRRIGATION PAPERS.

1. Pumping water for irrigation, by Herbert M. Wilson, 1896.

2. Irrigation near Phoenix, Arizona, by Arthur P. Davis, 1897.

3. Sewage irrigation, by George W. Rafter, 1897.

4. A reconnoissance in southeastern Washington, by Israel C. Russell, 1897.

5. Irrigation practice on the Great Plains, by E. B. Cowgill, 1897.

6. Underground waters of southwestern Kansas, by Erasmus Haworth, 1897.

7. Seepage waters of northern Utah, by Samuel Fortier, 1897.

8. Windmills for irrigation, by E. C. Murphy, 1897.

9. Irrigation near Greeley, Colorado, by David Boyd, 1897.

10. Irrigation in Mesilla Valley, New Mexico, by F. C. Barker, 1898.

11. River heights for 1896, by Arthur P. Davis, 1897.

12. Underground waters of southeastern Nebraska, by N. H. Darton, 1898.

13. Irrigation systems in Texas, by W. F. Hutson, 1898.

14. New tests of pumps and water lifts used in irrigation, by O. P. Hood, 1898. 

15,16. Operations at river stations, 1897, Parts I, II, 1893.

17. Irrigation near Bakersfield, California, by C. E. Grunsky, 1898.

18. Irrigation near Fresno, California, by C. E. Grunsky, 1898.

19. Irrigation near Merced, California, by C. E. Grunsky, 1899.

20. Experiments with windmills, by Thomas O. Perry, 1899.

21. Wells of northern Indiana, by Frank Leverett, 1899.

22. Sewage irrigation, Part II, by George W. Rafter, 1899.

23. Water-right problems of Bighorn Mountains, by Elwood Mead, 1899. 

24,25. Water resources of the State of New; York, Parts I, II, by G.W. Rafter, 1899. 

26. Wells of southern Indiana (continuation of No. 21), by Frank Leverett, 1899. 

27,28. Operations at river stations, 1898, Parts I, II, 1899.

29. Wells and windmills in Nebraska, by Erwin Hinckley Barbowr, 1899.

30. Water resources of the Lower Peninsula of Michigan, by Alfred C. Lane, 1899.

31. Lower Michigan mineral waters, by Alfred C. Lane, 1899.

32. Water resources of Puerto Rico, by H. M. Wilson, 1900.

33. Storage of water on Gila River, Arizona, by J. B. Lippincott, 1900.

34. Geology and water resources of southeastern South Dakota, by J. E.Todd, 1900.

35-39. Operations at river stations, 1899, Parts I-V, 1900.

40. The Austin dam, by Thomas U. Taylor, 1900.

41,42. The windmill: Its efficiency and use, Parts I, II, by E. C. Murphy, 1901.

43. Conveyance of water in irrigation canals, etc., by Samuel Fortier, 1901.

44. Profiles of rivers, by Henry Gannett, 1901.

45. Water storage on Cache Creek, California, by Albert E. Chandler, 1901.

46. Reconn. of Kern and Yuba rivers, Cal., by F. H. Olmsted and M. Mason, 1901.

47-52. Operations at river stations, 1900, Parts I-VI, 1901.

53,54. Geology and water resources NezPerce Co. ,Idaho,Pts.I,II.I.C".Rusr:ell,1901.

55. Geology and water resources of Yakima Co., Wash., by G. O. Smith, 1901.

56. Methods of stream measurement, 1901.

57. Deep borings in United States, Pt. I, by N. H. Darton, 1902.

58. Water storage on Kings River, California, by J. B. Lippincott, 1902. 

59,60. Development and application of water in southern California, Pts. I, II, 

by J. B. Lippincott, 1902.

Other papers are in preparation. The endeavor is made to send these pamphlets 

to persons who have assisted in their preparation by replies to inquiries or otherwise. Requests made for a certain paper are granted whenever practicable, but it 

is impossible to comply with general demands, such as to have all of the series sent. 

Application should be made either to members of Congress or to

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, D. 0. 

IRR 59 4