' ' I", I 1 1^1 Ji Ij Ih'l ' ■'.' 1 It ilER H^ WAIiEii, SUPPt' FukBAN M' life' '•,.!',:: Li 'L.'l',! i ..,., . .1,1 iM Hi 1 III 1 1 Ml: i»Mfrftl|i, li 1 liiUitli i-ftHiif'tMi f i 1 Ulijj] minftriwtimfttM fefetaifetig MrtJ j ^winm iaaif mw^ ^ CORNELL UNIVERSITY LIBRARY Cornell University Library TD 225 .S25F85 On the proposed ^-se of a portion of the 3 1924 021 409 093 «."2 \^\ Cornell University Library The original of this book is in the Cornell University Library. There are no known copyright restrictions in the United States on the use of the text. http://www.archive.org/details/cu31924021409093 On the Proposed Use of a Portion —OF THE- HETCH HETCHY, ELEANOR AND CHERRY VALLEYS WITHIN AND NEAR TO THE BOUNDARIES OF THE STANISLAUS U. S. NATIONAL FOREST RESERVE AND THE YOSEMITE NATIONAL PARK — AS- Reservoirs for Impounding Tuolumne River Flood Waters AND APPURTENANT WORKS FOR THE WATER SUPPLY OF SAN FRANCISCO, CALIFORNIA, AND NEIGHBORING CITIES A REPORT TO JAMES ROLPH, JR.. MAYOR OF SAN FRANCISCO, AND PERCY V. LONG, CITY ATTORNEY. By JOHN R. FREEMAN, Civil Engineer, Of Providence, Rhode Island, WITH LETTER OF TRANSMITTAL TO THE HONORABLE SECRETARY OF THE INTERIOR AND THE ADVISORY BOARD OF ARMY ENGINEERS. SAN FRANCISCO, JULY 15, 1912. Published by authority of the Board of Supervisors. Price S3.00 SAN FRANCISCO: Composed and Printed by The Rincon Publishing Company. Engravings and Halftones by Britton & Rev 1912. < >- ^ DC LJ a- n < -J LJ o to I.J 0- LJ l:- tr o ^ cr ce rr -jz n (-J L i h UJ 1 — < Z T LU '■-' t— LJ r 1— or 7 o ■ (D < 1 — L_J ;i^ J ■ism se M^ ,52 0} (, i L ■) 9»c; lo' MAYOR'S LETTER OF TRANSMITTAL July 14, 1912. The Advisor'^ Board United States Army Engineers, San Francisco, Cal. Gentlemen — We are filing today with your Board the report of Mr. John R. Freeman on the proposed use of a portion of the Hetch Hetchy, Eleanor and Cherry Valleys within and near to the boundaries of the Stanislaus U. S. National Forest Reserve and the Yosemite National Park. This report is filed in compliance with the terms of a letter to the Mayor of San Francisco from the Secretary of the Interior dated May 28, 1912, and is the result of a two years' personal study on the part of Mr. Freeman, working with a staff of skilled engineers. The work of the engmeers under Mr. Freeman is embodied in this report, and he has further analyzed as a basis for his conclusions the studies made by eminent specialists in various branches of hydraulic engineering. This report treats of the needs of the San Francisco Bay region, and we believe presents in the most comprehensive manner the hopes and the needs of what must be a future metropolitan water district. At a great cost of labor and money San Francisco has tried to meet the spirit of the order of the former Secretary of the Interior as originally issued, and somewhat modified by the present Secretary, and the spirit of your Board's request for light on this important subject. We feel that Mr. Freeman has brought to this task not only his well-known ability and his reputation for loyal service, but has given more than the usual amount of time, energy and enthusiasm in order that the fullest possible presentation of which the case admits might be made. Whatever may be your Board's conclusion in this matter we cannot close this letter of transmittal without testifying to the obligation of the City of San Francisco to Mr. Freeman and to the intelligent zeal and loyalty which he has brought to his task ; and also, in our judgment, his wonderful insight and grasp of what we believe to be the most serious problem con- fronting our municipality. Respectfully, (Signed) : JAMES ROLPH, JR., Mayor of San Francisco. PERCY V. LONG, City Attorney of San Francisco. Ji % o > en tJ a; >■ I o H LJ I I O H uJ X Q ua CO O D- o a: Cu ul I H ORDER OF PRESENTATION SPECIFIED To James Ralph, Jr., Ma'goT of San Francisco; Percy V. Long, Cily Atlorne]) of San Francisco. THE TUOLUMNE WATER SUPPLY. Sirs — At an interview granted by the Secretary of the Inte- rior, the Hon. Walter A. Fisher, at his office in Washington on May 23rd, 1912, upon a presentation of the petition of the Mayor and the Advisory Water Committee for more time in v^'hich to make engineering studies and thereby present the city's case in more complete form, after a full discussion between the Secretary, the members of Advisory Board of Army En- gineers (Col. Biddle, Col. Cosby, Col. Taylor), and the City Attorney (Hon. Percy V. Long) and the undersigned, the Secretary specified an order of presentation for the City's case which is set forth in a letter to the Mayor of San Francisco, dated May 28th, in which it is stated: That on July 1 5 th the City is to file its compre- hensive plans (and explanations thereof) as to the proposed use and development of the Hetch Hetchy and Lake Eleanor valleys and watersheds, including the proposed sanitary restrictions and all supporting evidence as to the feasibility of these restrictions; that it is also to file a general outline of the proposed method of conveying water to the city, including power development, etc., all in sufficient detail to present clearly what is proposed and to enable the objectors to the use of the Hetch Hetchy by the City to present their views with respect thereto. You have asked me to prepare a statement in accordance with the above order, and the following is respectfully pre- sented ; THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO THE HETCH HETCHY DAM SITE. A deep gorge between high granite cliffs, giving ideal abutments for an arched masonry dam of any height desired. ^Widfh oF Hctch He+chy 0am ^ Site at 150 ft Hi^h+ ^ 440 ft. - Cherry Wid+h ^ 1060 Ft". -Eleanor V/idlh - I690 fV. - The majcimum highi necessary, For perhaps a century, under J.R.f; plan wi+h st^eep diversion funnel +0 He+chy \i only 50(or possibly 75)H-. COMPARISON OF DAM SITES NATURAL 5CALC Hfc+chy, by far +he larges+ wa+er- shed has much -Vhe shor+es'i dam John R. Freeman , Consul+ine, engineer Providence , R.. i . July 10,151^ AVAILABLE FOR ALL THE NEIGHBORING CITIES A STATEMENT OF THE METHODS OF DEVEL- OPMENT AND USE OF THE HETCH HET- CHY, LAKE ELEANOR AND CHERRY VAL- LEY BY THE CITY OF SAN FRANCISCO (BY ITSELF OR WITH OTHER MUNICIPALITIES) FOR RESERVOIR SITES AND PURPOSES OF MUNICIPAL WATER SUPPLY, ETC. Prepared by JOHN R. Freeman, Consulting Engineer, July 15, 1912. In brief, the City desires to proceed in due course with the following developments under the approval of the Interior Department. San Francisco and Neighboring Municipalities For simplicity, in all of the following descriptions the word San Francisco has been used to indicate the group of cities of which that city is the commercial center, comprising substan- tially all of the cities and smaller communities bordering upon the bay, from San Francisco around southerly, easterly and northerly to Oakland, Berkeley and Richmond, some twenty- six municipalities, comprising thirty-seven separate communities m all. As will appear later, the matter of uniting more oi less of these communities in closer municipal relations, possibly into a metropolitan water district, in some respects similar to that which supplies the Boston metropolitan district, is now being actively promoted, with practical certainty of ultimate success. There is presented in Appendix No. 2 to this report a pre- liminary statement, prepared in the City Attorney's office, ex- hibiting in an incomplete manner the present status and the general trend of this movement. THE PROPOSED HETCH HETCHY DEVELOP- MENT. The Hetch Hetchy Dam The City of San Francisco proposes: ( 1 ) To build a masonry reservoir dam substantially as by plan attached, about 300 feet in height above the bed of the river at the dam site, in the narrow gorge at the outlet of the Hetch Hetchy Valley, by which the water can be raised about 270 feet above the nearly level floor of the valley; said -0 6 O X < m o o u z < a: Z < CO Q Z D O DS <; en P u tij I H J S < o _1 D. CL D a: uj H < a: 2 H 0) - ^ o- H .| o ^ 1^ -i O -5 •> o Qi -= tU -a en " uJ o > ^ U ~ H S \^ S ■^ E U Q ~ UJ §■ en O ? O > cc Cu UJ X H 10 11 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO -v. ^ r* -% 't' '^^ JA^ ± ' WlKWIm k. \ Scenic . I UP THE HETCH HETCHY, SHOWING THE DEPTH TO BE FLOODED IN RELATION TO HEIGHT OF CLIFFS. The proposed scenic road is lo run along ihe curious broad bench covered with stunted trees shown 200 or 300 feet above the high water hne. 12 WHAT THE CITY NOW OWNS dam to have its outlets at such height that the water upstream cannot possibly be drawn so low as to uncover the level floor of the valley, which will thus always be covered by a broad, long lake. The shores of the lake will be very steep and largely composed of bare ledges. The lowest draft of the lake will not occur until after midwinter, and it will be replenished by the melting snows early in the spring. Seldom will the lake be less than three-quarters full on October 1 st, and it will never be drawn within 20 feet of the bottom, save in one of the greatest droughts of the century. A careful demonstration of these facts is presented later. Nearly all of this broad, level valley floor is now and has long been owned in fee simple by the City of San Francisco. The title to much of the steep, rocky shores remains with the United States ; also the site of the dam and a portion of the upper valley floor. The City desires to obtain title to the dam site and to an amount of ground adjacent thereto reason- ably sufficient for its construction plant, its construction camp and sufficient also for the work of building, for future main- tenance, and for sanitary supervision of the margins of the lake; and the city also desires to co-operate with the federal authorities in a reasonable and proper supervision of the valley for the purpose of preventing the defilement of its waters. A Wagon Road to Hetch Hetchy (2) The City proposes to build a first-class well-surfaced wagon road with frequent turnouts such that teams can pass and upon a gradiant nowhere exceeding 8 per cent and commonly much less, into the Hetch Hetchy Valley from the old Yosemite stage road near Smith's Station, a distance of 23 miles approx- imately ; and to forever maintain the same in good order, open to the public save when obstructed by snow or by washouts during the winter months. The quality of roadbed to equal that of the State highways. The city also proposes to either improve existing roads, or build new roads so far as may be necessary for obtaining easy grades and good quality of road- bed, westerly from Smith's Station to a point near the crossing of the main Tuolumne River near Moffatt Bridge, Jacksonville, doing this work of improvement of line, grade and surface at the city's expense, but in co-operation with the State or county authorities. The city or its agents may require to lay railroad rails upon about one-half of the width of said roadbed, for better trans- portation of cement and other heavy materials during the work of dam building and aqueduct construction, and rights are 13 Copyright by Untlerwood & Underwood, New York. IN NORWAY— A ZIGZAG ROAD BETWEEN MOUNTAIN AND LAKE. The city of San Francisco proposes to build a public highway, fully as good as this, into the Hetch Hetchy Valley. First, for the purpose of hauling in cement and supplies for the dam, and afterward for the pleasure of its citizens and their friends. 14 A PERMANENT INVITATION TO INSPECT THE WATER SOURCES desired to erect poles or towers for operative telephone service, for electrical power transmission, for construction or transporta- tion, or other purposes alongside of said road. This enterprise of road building is proposed for two pur- poses: First, for providing economical transportation of build- ing materials, workmen and supplies to the site of the various construction works ; and secondly, for the use and pleasure of the citizens of Cahfornia, by making this region more easily accessible. The city desires the rights of way and ownership of ground sufficient for the construction of such a road and permission to take from lands of the United States lying near, under reason- able restriction, any gravel, stone or timber or other building material suitable and useful for its construction. The better- ment of transportation for the federal service should be deemed proper compensation for such material taken for road building and for other parts of the construction. Scenic Road in the Hetch Hetchy Valley (3) The city proposes to build and maintain a scenic road along both shores of the proposed Hetch Hetchy lake. This road to have a surface nowhere less than fifteen feet in width, the grades seldom, if anywhere, exceeding 8 per cent, and with roadbed equal in permanence and surface to the State high- ways, and also proposes to construct one or more narrower and possibly steeper wagon roads branching from this circuit road into the Till Till Valley or other point of scenic interest; also to construct and maintain a good bridle path from near the dam to the top of Smith's Peak. It is believed useful and profitable for the city to do this work in connection with the other work to be done in developing this source of municipal water supply, in order that the excel- lent character of this supply may be more widely appreciated, and also as a means for adding to the pleasure of its citizens, their California neighbors and their friends. The city desires title to the ground beneath this scenic road and a strip outside of it sufficient for maintenance purposes, and also title to all ground between the said road and the lowest margin of the lake, or between it and the land which the city already owns, in order to efficiently protect the waters against defilement. The Hetch Hetchy Aqueduct (4) The city proposes to build an aqueduct from the Hetch Hetchy Valley to the city of San Francisco largely in the 15 WAPAMA FALLS, IN THE HETCH HETCHY, AND A PORTION OF THE PROPOSED SCENIC ROAD. These lose much of their beauty as the summer advances, because of the lessened flow from Vernon Lake. This could be increased and controlled by a storage dam on its outlet, back in the mountains. This dam would also add to the city's water supply. 16 Copyright by Uinlerwo'i'l & Uiiderworxl, New Yni-k. THE HETCH HETCHY SCENIC ROAD WOULD PRESENT A VIEW MUCH LIKE THIS (REVERSED) JUST WESTERLY FROM KOLANA ROCK. The above shows a bit of the public highway along Oifjord Lake in Norway. It was while touring over certain of these Norwegian roads that the engineer developed his plan for a scenic road in the Hetch Hetchy. 17 Copyright by Unrtcvwni.rt & Umlei'wor.rl, New York. AN ARCADE ON THE PUBLIC ROAD ALONG LAKE OIFJORDS, NORWAY. Several such roads have been built recently by the Norwegian government in order to invite tourists to points of scenic interest The Hetch Hetchy scenic road is planned to contain two sections like this, beneath overhanging cliffs on opposite sides of the lake; also, another type with pillars of stone left to support the outer edge of the overhang, as on the Axenstrasse in Switzerland. 18 Copyright by Underwood & Underwood, New York. (Print reversed.) PROPOSED TYPE OF CONSTRUCTION OF A PORTION OF THE HETCH HETCHY SCENIC ROAD, GOING FROM THE DAM TOWARD KOLANA ROCK. 19 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO form of a tunnel about ten feet in finished diameter, mostly deep beneath the surface of the ground, along the approximate route and at approximately the elevation shown m the accom- panying plans and profiles, extending downstream from the proposed reservoir and dam to the easterly edge of the San Joaquin Valley. Thence continuing westward across this valley the projected aqueduct will be composed first of one steel pipe, 7 feet 6 inches net diameter, and ultimately of two steel pipes side by side, each about 45 miles in length. At the westerly side of the San Joaquin Valley the steel pipe portion is to end at a point about eight miles westerly from the confluence of the Stanislaus with the San Joaquin River. From this pomt the aqueduct line proceeds easterly, mostly in the form of a series of tunnels about 12 or 13 feet in diameter, to a point easterly from the village of Irvington, and about one mile north- erly from Mission San Jose, on the hillside overlooking the southerly end of San Francisco Bay; at which point a terminal chamber and gatehouse would be built and branch aqueducts lead off as desired toward Oakland, San Jose, San Francisco and various other communities about the bay. From this "Irvington gatehouse" the aqueduct would proceed westerly in the form of a steel pipe, submerged in the portion across the Dumbarton Narrows, near the head of San Francisco Bay (or could be carried on dry ground around the head of the bay), to a point of suitable elevation in San Mateo County, whence it could either discharge by gravity flow at an eleva- tion of 320 feet above the mean sea level, through a new tunnel into the great storage reservoir of the Spring Valley Water Company at Crystal Springs, or could feed branch lines leading to the neighboring communities and into a main aqueduct line leading directly to the city of San Francisco. The valves and connections all along would be so arranged that the water could ultimately be delivered either directly from the Tuolumne River or ultimately from the Hetch Hetchy reservoir into the municipal distribution pipes without passing through any reser- voir, or could be diverted into either of various reservoirs. Capacity of Aqueduct (5) The proposed aqueduct between the Hetch Hetchy and the Irvington gatehouse on the hillside overlooking San Francisco Bay is designed to deliver by force of gravity without pumping, a quantity somewhat in excess of 400 million gallons daily (equivalent to 620 cubic feet per second), and under extreme conditions possibly 500 million gallons daily. All of the tunnels will from the first be built to their full ultimate size and smoothly lined with concrete so as to have this capacity, 20 THE PROPOSED AQUEDUCT AND ITS CAPACITY plus some reasonable excess for emergencies, and the steel pipe siphon at the Tuolumne crossing will be i feet net diameter, giving the same capacity as the tunnels. When the second pipe across the San Joaquin Valley is added this quantity of 400 million gallons daily can be con- veyed from Hetch Hetchy to the gatehouse, near Irvington, where it will be subdivided among the different communities contributing to its cost. During the early years, with only a single pipe across the San Joaquin Valley, the delivery of the aqueduct would be in excess of 200 million gallons daily — possibly 240 millions. The branch line of steel pipe to be taken across to supply the cities and valleys of the San Fran- cisco Peninsula will have a capacity of about 1 00 million gallons per 24 hours. All of the tunnels are to be smoothly lined with Portland cement concrete, and it is proposed to smoothly line with Port- land cement mortar all of these steel pipes, in order to preserve the steel from rust and to maintain the carrying capacity undiminished, thus practically the aqueduct all the way from the Sierras to the street water-mains of San Francisco and Oak- land will have an interior like a pipe of stone. The communities to be immediately supplied require for domestic and municipal purposes less than one-half of the amount that the single pipe will bring, but since the surplus will flow without cost of pumping, it is proposed to bring all of the water that the one San Joaquin pipe will carry to the Irvington gatehouse and make the surplus available at a mod- erate meter rental, for irrigation, principally for intensive farm- ing and truck gardens, almost anywhere around the agricultural lands bordering San Francisco Bay ; very much as it is proposed to use the surplus capacity of the Los Angeles aqueduct ; all of this use tending to the prosperity of those districts and tending to a cheapening of the food supply of Greater San Francisco, but with care to so frame the leases for this secondary water supply that it may forever remain available when needed for the higher purpose of domestic supply. It will be briefly explamed later in this report, as has been demonstrated in much detail in a separate report already filed relative to the water needs of the Turlock and Modesto Irri- gation Districts, that all of this quantity up to the full 400 million gallons daily can be stored and diverted by the city without encroaching upon the priorities of these irrigated dis- tricts, and without taking waters that could be applied to other beneficial use for irrigation anywhere between the Stanislaus River on the north and the Merced River on the south. 21 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Also evidence will be presented to prove that in this semi- arid region where all pure running water is rapidly becoming appropriated, this quantity is none too great for the future "Greater San Francisco," and additional evidence to show that for the future safety and prosperity of these cities all waters now unappropriated on the Tuolumne River flowing into the city's three reservoir sites or upstream from the con- fluence of Cherry Creek and the Tuolumne, should be reserved for the domestic and municipal supply of these cities about San Francisco Bay and made inalienable from this, their highest possible use. The Early Intake (6) The portion of the tunnel about twelve miles in length next downstream from the Hetch Hetchy dam would be delayed in construction for some years, and meanwhile the city proposes to divert the water from the main Tuolumne River by means of a temporary dam across it at a point about one and a half miles upstream from the confluence of Cherry Creek, and the city desires to secure land titles, all rights of way and permits needful for entering upon and occupying any lands belonging to the United States under and adjacent to this "Early Intake," and for diverting at this point all water not called for under prior appropriations. Close beside this "Early Intake," at some future time, it is proposed to build Power House No. 2, and it is desired to now secure the necessary ground and rights of way appurtenant to this use, together with rights and permits for taking gravel, sand, timber or other building material useful for said purposes, from public lands lying near to the shafts or portals of said aqueduct or its con- necting pipe lines. Rights of Way (7) The city also desires to secure rights of way and a fee title to a strip of land for all of the above described aqueduct and now particularly desires to obtain title from the United States to a strip of all the federal lands immediately adjacent to the proposed tunnel location or any reasonable modification thereof which may be found expedient upon fuller geological study, sufficient in width below ground for protection against mining operation, and sufficient in width above ground for the erection and maintenance of electrical transmission lines and for the protection of said transmission lines against windfall trees. 22 THE FUTURE RESERVOIR SITE AT LAKE ELEANOR LAKE ELEANOR SITE FOR A FUTURE IMPOUNDING RESERVOIR, OWNED BY SAN FRANCISCO. The outlet is so broad that a high masonry dam is very expensive. years to come it is proposed to build only a low earth dam and divert the The watershed is so small (one-fifth that of Helch Hetchy) that for 50 water by a deep, steep tunnel into Hetch Hetchy. IN THE TILL TILL VALLEY. A branch from the scenic road is proposed into this valley, and should ultimately be extended around the contour of Ml. Gibson to the granite slopes around Vernon Lake. 23 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO TUOLUMNE RIVER CATCHMENTS. Report of John R rrceman, July 15, 191 Z. Note the great extent to which the catchment of the Hetch Hetchy stretches along the crest Hne of the high Sierras, thereby securing an excep- tional depth of snowfall in proportion to other Sierra catchment areas. Noie that the catchment area of Lake Eleanor does not extend back to the crest line. Its yield must correspondingly be smaller. 24 ADDITIONAL RESERVOIRS FOR IMPOUNDING FLOODS Eleanor-Cherry Aqueduct (8) Also the city proposes in the more or less distant future to build a tunnel about eight feet net diameter, deep under- ground, from a point near to and above the proposed Hetch Hetchy dam, over a northwesterly course to the reservoir site which the city owns on' Cherry Creek, along the course and gradient shown in the accompanying plan, the said tunnel to pass directly beneath the Lake Eleanor reservoir site, also owned by the city, with appropriate gatehouses and intake shafts at Cherry and Eleanor for diverting their waters into the said eight-foot tunnel and thence into the Hetch Hetchy reservoir, for aid in replenishing it when the demand upon the city's source becomes large, and the city desires rights of way over and through the public lands sufficient for the above purpose, together with title to a strip of reasonable width, surrounding the said structures, with permits for taking building material from the public lands, adjacent to the said tunnel, un- der reasonable supervision by the U. S. Forest Service or other proper authority. Eleanor and Cherry Temporary Dams (9) The city proposes to build small, cheap dams at first for both the Eleanor and Cherry reservoirs, each at a site some distance upstream from the permanent damsite. These temporary dams, which may serve acceptably for 25 or 50 years, being mainly for diverting the waters into the steep tunnel to Hetch Hetchy already described, and to store for a few days the peaks of floods until the tunnel can take in the water which will be stored in Hetch Hetchy. Some storage will be retained in these reservoirs most of the year. Eleanor and Cherry High Dams ( 1 0) The city proposes at some future time, perhaps fifty or more years hence, when the demand for water becomes still greater, to replace these low temporary dams on Eleanor and Cherry Creek by high masonry dams of the most per- manent and perfect character at the damsites already selected and surveyed at the outlets of Eleanor and Cherry creeks. There is an excellent granite foundation for a high dam at each of these sites, but at both the Eleanor and Cherry sites the great length of dam required for crossing the comparatively broad valley bottom and the great cost of transporting cement into this rough distant country and high altitude, across the Tuolumne gorge from the main highways, compels deferring the building of large dams here until the latest practicable date. 25 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The broad area of Lake Eleanor presents a very capacious storage for a given increase in fieight, but its catchment area is only about one-sixth part of that tributary to the Hetch Hetchy reservoir; moreover, this Eleanor catchment area is at an alti- tude where the average snowfall is smaller and is melted earlier in the spring. At the Cherry reservoir also the catchment area is small, being only one-fourth of that tributary to the Hetch Hetchy. Moreover, the storage capacity in its reservoir is particularly small in relation to the quantity of masonry required in building a high and substantial gravity dam. Although these unfavorable conditions are presented at the Cherry damsite, small storage for large cost, and at the Eleanor site, a small watershed, with relatively large cost for a masonry dam, the time will probably come m the distant future when dams of, say 1 50 feet in height, will be worth building at each of these two sites. A dam 1 50 feet in height at Lake Eleanor would store about 37 billion gallons of water, accord- ing to the City Engineer's surveys; and a dam 150 feet high at the Cherry site would store about 1 8 billion gallons, according to the report of Mr. Wm. Hammond Hall. At both sites the inaccessibility adds to the cost of any type of high dam proper for the location. The impracticability of planning an arched gravity dam of small radius for either of these two sites makes ample thickness of great importance under the severe winter conditions that may be found at this altitude. Notwithstanding these disadvantages in cost and capacity, the city desires to preserve all its rights to the highest practicable dam at each site and to the storage of all of the tributary waters at each site which now remain unappropriated. Other Reservoirs in Distant Future ( ] I ) In the very distant future it may also become desirable to build supplementary reservoirs for the further storage and conservation of flood waters for the use of the city as a reserve against years of uncommonly low rainfall, these to be located upon Vernon Lake and other sites upstream therefrom, upstream from Rancheria Falls, and upstream from the Lake Eleanor and Cherry reservoirs. The city therefore desires that all per- mits for reservoir building on the public lands upstream from the Hetch Hetchy, Lake Eleanor and Cherry reservoir sites be reserved in favor of the municipalities of Greater San Francisco. Eleanor and Cherry Wagon Roads (12) The city proposes to construct in the near future a good wagon road both to the Eleanor and the Cherry damsite 28 WATER POWER POSSIBILITIES OF HETCH HETCHY AQUEDUCT from the Hetch Hetchy dam, and the city may find it expe- dient to build these roads long before the above described Cherry and Eleanor tunnels and dams are built. Therefore suitable permits for building these roads with suitable grants of public lands for them, are desired at the present time, together with rights to build electric lines for telephone or power along the said roads; and the city also desires grants of building material from adjacent public lands, as for the other roads above described. It is not proposed to finish this Eleanor-Cherry wagon road to as great width or to so good a surface as the road into the Hetch Hetchy or that around the lake, until the time comes for important construction work at Eleanor or Cherry. There is no wagon road whatever into these regions at present; only rough mountain trails. Po^ver Development (13) The city does not propose in the immediate future to build any plant for the development of hydro-electric power, but it plans to carefully conserve all reasonable opportunities for power development against the time when it may become expedient for the city to undertake such matters, and the aqueduct will be built with surge shafts, inclined tunnels and appurtenances suitable for the attachment of turbine penstocks, and with forebays for receiving water from the tailrace of future turbines, so that substantially the only added cost for power development will be that of the power house and its foundations, the hydrauhc and electrical machinery and appur- tenances, and the electrical transmission hnes. Power House No. 1 at Moccasin Creek (14) There is only one power-drop in the aqueduct line first to be constructed. The power-house site for this is located very close beside the main highway at Moccasin Creek, six miles easterly from where the aqueduct line crosses the main Tuolumne River, and about 1 4 1 miles distant from the City Hall of San Francisco, along the aqueduct line, or 1 50 miles around the head of the bay. The aqueduct capacity from the Early Intake down to the power house will be somewhat above 620 cubic feet per second, which is the equivalent of 400 million gallons daily. The elevation of tailwater at this power house is planned to be 890 feet above mean sea level. The water level at the intake will be 2,315 feet, and the gross fall thus 1,425 feet. Under working conditions, the head of the flowing water in 29 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO the surge shaft at the top of the incline tunnel will be about 2,1 50 feet above sea level, giving a net working fall of approx- imately 1 ,250 feet when 620 second feet are flowing. With water wheels of ordinarily good design and efficiency this head and volume will produce 70,000 mechanical horsepower 24 hours per day, under conditions exceptional for efficiency and low cost of operation. Power House No. 2 at Cherry Mouth (15) Whenever the upstream twelve miles of aqueduct is completed between the Hetch Hetchy dam and the Early In- take, another power drop will become available immediately in the rear of the Early Intake, about a mile upstream from Cherry Creek, with the same 620 second feet of water already mentioned. The gross fall here will be from the average surface of the lake at 3,750 to a tailrace level of 2,325, making a total of 1,425 feet. But under working conditions and allowmg for the hydraulic gradient, the power drop here when discharging this quantity will be from an average elevation of about 3,650 above sea level at the surge shaft, to an elevation of 2,325 in the tailrace, a net drop of 1 ,325 feet. From 620 second feet on 1 ,325 feet head, with water wheels of ordinary efficiency there can be delivered 75,000 mechanical horsepower, 24 hours per day and 7 days in the week. The city also proposes at some distant future time to construct a short, steep auxiliary tunnel and surge shaft at the downstream end of the Hetchy-Cherry-Eleanor tunnel by which the Cherry-Eleanor water, instead of falling into the Hetch Hetchy lake, can be diverted underground to a small hydro-electric power house, to be constructed near the base of the Hetch Hetchy dam, with an electrical transmission line leading off thence toward the city, along the new roadway already described. Power House No. 3 at Cherry- Eleanor Tunnel ( 1 6) From the Cherry-Eleanor conduit with the low dams there could not be so much power developed in the early years as after the regulation of their flow by the future high dams, because in the earlier years their spring floods will be discharged with a rush, thru the steeply inclined tunnel into Hetch Hetchy. Still, it would be worth saving, by a plant designed more particularly for future conditions. This power 30 THE FUTURE LARGE WATER POWER AT SMALL COST would have a special value for supplementing the other power at times of peak loads without sacrifice of water, by discharging into Hetch Hetchy Lake instead of into the aqueduct. At some distant future day this Cherry and Eleanor power will become valuable. Its ultimate amount may be reckoned as roughly equivalent to an average flow of 1 75 second feet, altho its rate of delivery would be irregular and chiefly use- ful at peaks in supplementing the other power plants. From this quantity of water under a power drop from Eleanor, or Cherry, to Hetch Hetchy averaging about 800 feet net fall, there could be generated an average of 1 2,500 horsepower of mechanical power. In the early years with the small storage and the rapid drawing thru the tunnel for replenishing Hetch Hetchy, less power could be conserved. The Total Power ( 1 7) Adding up the power at these three sites we would have ultimately a total of 157,500 mechanical horsepower available 24 hours per day and 365 days in the year; supply- ing possibly 200,000 horsepower at peaks, under ordinary practical conditions. Whenever the proper time comes, there can be constructed in the valley of Moccasin Creek a smafl equalizing reservoir, suitable to permit some variable rate of power delivery without wasting water, but this would have to be worked out with care to avoid exposure of the water to contamination and is all so remote that it need not be considered now. Power development should be subordinate to domestic water supply at every point, and I have designed the works with this as a fundamental idea. At all three sites the cost of power house and that of the hydro-electrical machinery will be exceptionally smafl and the flow of water uncommonly constant and dependable. On the other hand, the transmission line, altho laid mostly over the aqueduct rights of way, would be 1 50 miles long to San Francisco and 1 35 miles to Oakland, and cost a large amount of money. Today, with cheap oil fuel and with three large hydro- electric enterprises bringing electric current to the city and com- peting actively for business under the oversight of a public ser- vice commission, no occasion appears for the municipality to go into the power business. Moreover, it is said that its charter does not permit the city to engage in this commercially. Value of the Power Asset (18) The time will surely come when this power privilege 31 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO will be a most valuable asset of the Tuolumne water supply system. There will doubtless be a limit to the era of oil at present prices and year by year new electro-chemical manufacturing proc- esses are being discovered, in some of v-fhich an abundant sup- ply of electrical energy would add to the prosperity of Greater San Francisco. As the city grows and increases its municipal activities, its own demands for electric current, for Hghting and for power may become large enough to warrant the large cost of a transmission line I 50 miles long. Another possibihty is that in course of time some power company would at its own expense build the upper twelve miles of aqueduct under the city's specifications and oversight, in re- turn for a concession for a term of years to develop this power, and to turn the power plant over to the city without cost at the end of the term. It is plain that this valuable asset of about 200,000 mechani- cal horsepower and presenting with the first installation of the aqueduct and pipes 70,000 horsepower of constant 24-hour mechanical power, an amount greater than is developed today at any one hydrauhc power house outside of Niagara, ready for quick and cheap development, should be reckoned into the balance sheet when comparing the Tuolumne source with others that present no such potentiality. Sanitary Control (19) As to sanitary restrictions, the city proposes nothing beyond those now acceptable the world over, as properly safe- guarding the great storage reservoirs for municipal domestic supply, such for example, as those today in force around the impounding reservoirs of Boston, New York, and many other cities which maintain most scrupulous health bureaus and which do not filter their water. As a result of repeated exhaustive scientific investigations of the foremost health authorities in the United States, Germany and England, it has been proved beyond the shadow of a doubt that long storage in reservoirs is one of the greatest of sanitary safeguards to a drinking water supply, and that it is standing water rather than running water which purifies itself. Stated in plain, commonsense terms, the reason is, that in the course of a month or two at the most, any pathogenic germs die under this unfavorable environment. In the present case, with a cold mountain water coming chiefly from melting snows, running over granite steeps, in a region so sterile and so cold and at such an altitude that man 32 MEASURING THE IRRIGATION WATER is absent half the year and never present in a number statisti- cally large when expressed in the ordinary sanitary terms of number of inhabitants per square mile; the possible dangers and the sanitary restrictions necessary will both be less than in the case of distributing reservoirs within populous communities like those of Boston and New York. The sanitary control and tendency to exclusion of the people from the region upstream from the Hetch Hetchy might properly be much less severe than for the ordinary impound- ing reservoir, instead of leading to such absurd restrictions as some who in the past have opposed the use of this valley for a reservoir site have, in their excited state of mind, claimed would be enforced. Any statement that the use of the Hetch Hetchy for domestic water supply storage would probably cause the exclusion of tourists and campers from the watershed tributary thereto is utterly without foundation and those who suggest it set up a fanciful standard of their own for San Francisco, far more rigorous than is found needful by sanitary science or called for by experience in the study of water-borne disease, and far more rigorous than is in force for the drinking-water supplies of Boston, New York, Los Angeles, Seattle, Portland, Oregon, or Portland, Maine, Glasgow, Manchester, Birmingham, or so far as is now known, any city in the world either with or without filtration works. The public wagon road to Half Moon Bay crosses the Crystal Springs reservoir of the present San Francisco supply on the division dam. Water Measurement (20) For the measurement of the inflow and outflow from the Hetch Hetchy, Eleanor and Cherry reservoirs it may become desirable in case of any disagreement or dispute with the irrigation companies as to release of their priorities, to construct substantial masonry gauging weirs across the prin- cipal streams entering the reservoir; and the city desires to secure proper sites for building these gauging weirs. The city proposes as a part of its dam and gatehouse construction at each reservoir to install simple and efficient water-gauging ap- paratus and to keep a proper record of the flow, which shall at all times be available to the Hydrographic Service of the U. S. Geological Survey, to the Irrigation Districts and to the public in general, and to make other meteorological studies concerning the yield of these catchment areas which promise to be of much utility in the better planning for the conservation of the waters of the State. 33 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Irrigation Use (21) It has been already stated that it is proposed to utilize the surplus carrying capacity of the aqueduct in early years for supplying water for agricultural purposes at all con- venient points between San Francisco Bay and the surround- ing hills. It is possible, altho not particularly promising, that the surplus carrying capacity of the tunnels between the San Joaquin Valley and the intake could be made useful for the next half century in supplying water for the irrigation of fruit orchards, etc., in the foot hills near the aqueduct line south- easterly from Oakdale at any altitude below 800 or 850 feet. It would cost practically nothing to bring this water to the valley's edge through the full-sized tunnels, and it might better be used here than to flow unusued down the river channel to the sea. One difficulty in this use, although the trouble is a long ways off, is that the time would come when it would have to be taken away and the land revert to present conditions, and great care would need to be exercised that no servitude was established upon the water which would prevent it being taken to the city after due notice. Sanitary Rules (22) The statement of the sanitary restrictions proposed by the City of San Francisco for the protection of the Hetch Hetchy and Lake Eleanor reservoirs, for which the Secretary of the Interior asks, may be covered by the statement that these Afould consist chiefly in a few commonsense regulations such as: (a) The rules now in force in the Yosemite Valley against littering the ground. (b) The forbidding of bathing in the reservoir or the river upstream therefrom. This water, from melting snows, is commonly so cold that a plunge would present small attrac- tion to the average camper. (c) A decent care to avoid depositing camp wastes, rub- bish, excrement, or other defiling material, solid or liquid, in or iiear to the reservoir, or near to water flowing into the reservoir. (d) For whatever hotels or cottages are built within the Hetch Hetchy Valley, simple efficient sewerage appliances should be installed, — for example, septic tanks, incinerators and the filtration of effluents thru coarse sand. (e) These regulations should be formulated and enforced by the Federal authorities in charge of the Yosemite, the same as those now enforced for other parts of the park, but revised for this valley in co-operation with the water officials and the health officers of the city. 34 PUBLIC USE OF RESERVOIR CATCHMENT AREAS AT THE WACHUSETT DAM, CLINTON, MASS. This controls Boston's main impounding reservoir. Note the roads within the catchment area. There are several small mill villages and a permanent population of about 5,000 upstream from this reservoir. A PICNIC GROUP ON THE PARK ROAD AROUND BOSTON'S MIDDLESEX FELLS RESERVOIR. There would be far less reason for excluding the campers and tourists from that part of the National Park area upstream from the Hetch Hetchy Reservoir than for excluding the thousands of permanent dwellers and picnickers from these Boston watersheds, and there is not the slightest probability that the public will ever be excluded, or restricted from reasonable enjoyment, in either case. (Some of those who have most violently protested against San Francisco's use of the bottom of the Hetch Hetchy Valley for reservoir pur- poses in the fear that it will exclude tourists and campers from all this part of the Sierra Nevada Mountains, live in Boston and New York, hence these illustrations.) 35 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Fishing and Camping (22a) Fishing along the tributary streams or in the up- stream part of these reservoirs need not be prevented, and camping at any point more than a mile upstream from the head of the reservoir can do no possible harm. The ordinary proprieties which any decent man would re- gard, knowing that these waters were to be used for domestic supply, are all sufficient and all necessary supervision could be readily enforced by a single park policeman, on duty one- third of the year, and by the posting of notices at intervals along the shore in the frequented places, just as is done on the shores of the Spot Pond reservoir of Boston and around the mar- gins of Boston's Chesnut Hill reservoir, shown in accompany- ing photographs. While reaching a decision as to what regulations would be proper and reasonable for the Hetch Hetchy, it is instructive to study various notable precedents. The Example of the Boston Metropolitan Impounding Reservoir (23) The plans for the recent extension of the Boston sup- ply were worked out under the supervision of the Massachusetts State Board of Health with the aid of as competent scientific knowledge regarding water-borne diseases as was then available in the world. The supply is obtained by impounding the water of the Nashua River, which flows over a catchment of about 1 1 9 square miles of hilly farming-country, which contains several small factory villages, and a permanent population of about five thousand people, or 45 to the square mile. The runoff is collected and stored m the Wachusett Reservoir. The mean annual temperature of this reservoir is much more favorable to organic life and the water contains a much larger food supply for micro-organisms than at the Hetch Hetchy, Lake Eleanor or Cherry Creek reservoirs. Excellent highways have been built by the Water Board around the reservoir margins, commonly kept several hundred feet distant from its shores, and one of the sanitary protections against pollution around this marginal strip of land is the post- ing of a few notices here and there to remind visitors that this water is used for domestic supply. The public is freely admitted to these lands and portions of the margins are being reforested. Long detention of the water running off the catch- ment, in this great impounding reservoir, is the chief sanitary safeguard. 36 PUBLIC USE OF RESERVOIR CATCHMENT AREAS A SUNDAY AFTERNOON STROLL ALONG THE SHORE OF BOSTON'S MAIN DISTRIBUTING RESERVOIR IN THE MIDDLESEX FELLS. This park road has become so popular that the members of the Water Board now regret that a broader margin for low shrubbery and greensward was not provided between the road and the lake, in order to keep the road dust from the lake. The above view is near the southerly end of reservoir. The risk of typhoid or other water-borne germs being introduced to a pubHc water supply by the admission of the pubhc to temporary or permanent occupancy of the catchment is a very different matter in the case of a large impounding reservoir from that of a public water supply taken directly from a running stream. The germs do not propagate in the stored water but lose their virulence and become destroyed within a brief time. 37 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The Example of the Boston Distributing Reservoirs (24) Within the Boston Metiopohtan District are several large distributing reservoirs, built as safeguards against interrup- tion and for equalizing the action of the pumps. The Middlesex Fells Reservoir is the most notable of these. It contains about 275 acres, and just outside of its drainage area are populous communities. It was formed by raising the level of Spot Pond and improving its margins by cutting off some of the swampy flowage and placing clean gravel along its shores. This reservoir lies almost in the center of the most important of the Metropolitan Parks and the Park Board have improved old roads and built others so that the lake is encircled by one of the most beautiful park roads of the Boston District and one which is frequented by thousands of men, women and children on every pleasant summer holiday. For protection against defilement, reliance is placed upon a mild supervision by the park police and a few water-works employes, and upon neat sign boards placed at intervals along the shores, calling attention to the fact that these waters are used for domestic supply. The detention of the water in the reservoir and the natural processes of sedimentation and ex- posure to sunlight are relied upon to prevent injurious effects from any chance pollution. (25) The Chestnut Hill reservoir of the Boston system, lies within one of the most beautiful residential suburbs of Boston, only five and one-half miles from the City Hall and alongside of one of the most popular boulevards and pleasure drives. Much attention has been given by the Water Board to landscape architecture of the marginal lands. The public is freely admitted to the roadways and footpaths, and on pleasant holidays passes over them literally by the thousands. For protection against pollution reliance is placed chiefly upon sign boards calling attention to the use of the water. Detention of the water in a large reservoir, here, as at the other reservoirs, is the chief sanitary safeguard rehed upon by the health authorities and water-works officials of Boston, and a careful analysis of the health statistics is said to prove that the present conditions are not unsafe. (26) The Mystic Lake reservoir. This has not been drawn upon for domestic supply in I 2 or 15 years past, but for many years was the immediate source of supply to certain large sections of the Boston suburbs, and gave convincing proof of the efficiency of long storage in a reservoir as a sanitary safe- 38 PUBLIC USE OF RESERVOIR CATCHMENTS '"■'■^H- Over the arrow is seen one of the signboards warning against pollution. ON THE ROAD AROUND BOSTON'S FELLS RESERVOIR. This reservoir lies in the center of the chief park or "Reservation" of the Boston Metropolitan Park System, an elevated rocky, forest- covered area of about three square miles only five and one-half miles from the dome of the Massachusetts State House. The two impounding and storage reservoirs for the town of Winchester also lie within this reservation; also the Metropolitan high service reservoir. The water from all of these is used for do lestic supply without filtration. These water supply reservoirs are the chief features in giving to this park its peculiar charm. The writer lived near the border of this reservation for ten years, and as member of the Winchester Water Board, and later of the Metropolitan Water Board, had occasion to frequently observe and study the conditions affecting the possibility of pollution of these water supplies. 39 BOSTON'S CHESTNUT HILL RESERVOIR, WITH PARKED BORDERS, IN MIDST OF A POPULOUS SUBURBAN DISTRICT. Pumping station in the distance. AN INVITING FOOT PATH BORDERING BOSTON'S CHESTNUT HILL RESERVOIR. The pumping stations are seen across the water. USE OF RESERVOIR MARGINS FOR RECREATION MARGIN OF BOSTON'S CHESTNUT HILL RESERVOIR ON A SUNDAY AFTERNOON. Note the signboard cautioning against pollution. BOSTON'S CHESTNUT HILL RESERVOIR AND A PLEASURE ROAD NEAR IT. THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO BOSTON'S SUDBURY RESERVOIR (IMPOUNDING AND STORAGE). Margin uncovered as the water is lowered. Note the highway at the left. The Burnet residence in the distance. THE NEW ROAD AROUND CROTON DAM AND LAKE, BUILT BY THE NEW YORK AQUEDUCT BOARD. guard. The writer had occasion during some years to be well informed concerning the pollution of the stream that entered the Mystic Reservoir from populous villages and factories on its shores, from street wash and many objectionable features such as old privies close to its banks. Yet no larger percentage of typhoid or other diseases from water-borne germs, was noticed in the communities which drank this water than elsewhere. The conditions were so remarkable that the writer discussed them repeatedly with eminent biologists and sanitarians. This water would have been positively dangerous if taken direct from the running stream that entered the reservoir, but after its detention, sedimentation and sunning in the reservoir for six months more or less, the reservoir being large and shallow in proportion to the flow, the health statisticians found no increase in disease resulted from its use, when comparison was made with the parts of the city having water from a far better source. 42 USE OF RESERVOIR MARGINS FOR RECREATION HIGHWAYS AND PLEASURE DRIVES AROUND CROTON LAKE, AT PRESENT NEW YORK'S CHIEF STORAGE RESERVOIR. Hundreds of automobiles tour around this artificial lake each pleasant Sunday afternoon in summer. The site of the old Croton dam, now submerged, is near the center of the picture. There is a resident population of about 23,000 and 78 miles of railroad within this catchment area. Example of the New York Impounding Reservoirs (27) There are many colonies of summer cottages and also many year-round dwellings and stores, located in the mountain valleys tributary to the great Ashokan storage reser- voir of the new supply from the Catskill Mountain region, now under construction for Greater New York, and a railroad and a highway much patronized by summer tourist travel and by week-end visitors, runs for miles adjacent to the principal tributary stream. Several small sewerage treatment systems are to be built at the villages and summer hotels for the protection of this water supply, but all of the road wash and ordinary surface drainage of the countryside will find its way over the surface of the ground to the reservoir. Yet no danger whatever of sanitary disturbance from this is feared. The long detention of the water in the reservoir is relied upon to afford sanitary protection to those who drink it. As a part of the project a place has been made in the aqueduct line near the city for filters, but it is not expected to install these on the Catskill supply for many years to come. 43 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO A PUBLIC ROAD ALONG THE MARGIN OF THE TITICUS IMPOUNDING RESERVOIR, NEW YORK WATER SUPPLY. A NEW PUBLIC HIGHWAY ALONG THE ASHOKAN RESERVOIR IN THE CATSKILL MOUNTAINS. Recently built by the New York Board of Water Supply. H USE OF RESERVOIR MARGINS FOR RECREATION ROADS OPEN TO THE PUBLIC AROUND LAKE MAHOPAC, ONE OF NEW YORK CITY'S IMPOUNDING RESERVOIRS. A PUBLIC ROAD BUILT BY NEW YORK BOARD OF WATER SUPPLY AROUND KENSICO RESERVOIR, NOW UNDER CONSTRUCTION. The reservoir site, not yet filled, is at the left of the picture. 45 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO LAKE THIRLMERE. The new source of water supply for Manchester, England. Used with- out fihration. Some Foreign Examples (28) Lake Thirlmere, England, presents a notable example. Here about twenty-five years ago, in order to furnish a new water supply for the City of Manchester, the marginal lands around the lake were purchased by the city, a dam was built at its outlet, raising the water some fifty feet, more or less, and an aqueduct nearly a hundred miles in length was built to that city. There was a great popular outcry in newspapers and else- where, in which bishops, baronets, actors and literary artists joined with great fervor, about the desecration of this beauti- ful lake for such an utilitarian purpose, merely, as it was said, to save the city the extra cost involved in going to some less beautiful spot. But in the course of their works the Water Board com- pleted a beautiful macadam road encircling the lake, and giving along its westerly shore many beautiful views of Mt. Helvellyn, from points to which there had previously been no good road. The roads about this reservoir have come to be one of the most popular holiday routes in England, and are much traveled by coaching parties, automobiles and groups of cyclers. It is estimated that during the year eight or ten thousand persons travel these roads, which pass within a few hundred yards of the lake and wholly within its catch- ment area. Some of the old farmhouses near the margin of the lake are still occupied and serve dairy products and light refreshments to cyclers and pedestrians. I have had the pleasure of passing over this road since I began my studies of the Hetch Hetchy problem. I stopped at various of the farmhouses to observe conditions and conferred afterwards with the water 46 TOURIST ROUTES AND RESERVOIRS works authorities and was told that it was found a very simple matter to preserve a decent public spirit against defiling the water, and that it was now widely recognized by the pub- lic that the road building and other improvements of the water works had been a distinct gain to the attractiveness of the region. ON THE PUBLIC HIGHWAY IN THE CATCHMENT OF LAKE THIRLMERE. All of these slopes are tributary to the catchment of the lake. It is said that 8,000 to 1 0,000 tourists pass over these roads each year. In the group of buildings at center there is a little inn. THE SLOPES OF MOUNT HELVELLYN. Lake Thirlmere seen across the lake from the water works road. 47 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCIL (29) Reservoirs for the water supply of the city of Birming- ham, England, have recently been built in Central Wales on the Elan River, and an aqueduct some seventy miles in length built to the city. On inspecting these works, I found that, as a part of their project, the water supply authorities had built beautiful roadways encircling the reservoirs, which were open to the public travel and frequented by automobiles and cyclers, and that the reservoirs and their dams were regarded as hav- ing added materially to the attractions of this mountainous region. Their Craig Gooch dam, which I was fortunate in finding with the quantity of overflow shown in the photograph, IS an object of beauty worth traveling far to see. Here, again, detention in the reservoir is regarded as a sufficient sani- tary safeguard. The waters are not filtered, altho they pass thru a straming process for preventing organic matter from en- tering the pipes. LOCH KATRINE. Source of Glasgow's water supply, Ben Venue in the distance. A source that is found satisfactory without filtration. (30) The water supply of Glasgow, Scotland, comes from Loch Katrine, thru an aqueduct some thirty or more miles in length and is used without filtration. Within the catchment area runs one of the most popular roads for coaching parties and tourists, who transfer from coach to the steamer at an inn near the borders of the lake. It is stated that between five and ten thousand tourists cross the lake and pass over the roads within its watershed each year. I counted nearly one hundred on the day that I made the trip. Inquiry was made as to 46 PLEASURE BOATS ON RESERyOIRS FOR DOMESTIC WATER SUPPLY ■ iL. ..^mm. .. ^ '"■'"'"■'■ '''^^■l ^j^hHhC w lgm^^ .,^S ''^^-i^^- ■ t ** tolJ^ W^' u W"^- T"^™ " Y Ksr^s^^FSi^swil K "^ 1 '■ i^fllfl- ■ mmm^^^k „ ,......^ . ^- ' M THE STRONACHLACHER HOTEL, ON THE SHORE OF LAKE KATRINE. Where many thousands of tourists change from coach to steamer each summer. Copyright by Underwood & Uoderwood, New Yorli. TOURIST STEAMBOAT CROSSING LOCH KATRINE, SOURCE OF GLASGOW'S WATER SUPPLY. Note the road along the margin; also the small motor boat near the shore. 49 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO ROAD AND COTTAGES ON MARGIN OF LOCH KATRINE. COACHING PARTY ARRIVING NEAR STEAMBOAT WHARF, LAKE KATRINE. INTAKE TOWER OF THE VYRNWY RESERVOIR IN THE MOUNTAINS OF NORTH WALES, LIVERPOOL'S SUPPLY. The reservoir is surrounded by an excellent road. 50 AN ILLUSTRATION THAT DAMS AND RESERVOIRS FOR PUBLIC WATER SUPPLY MAY ADD TO THE BEAUTY OF A LANDSCAPE THE BEAUTIFUL CRAIG GOCH DAM. ELAN RIVER, WALES. New works for the water supply of Birmingham, England. Note the inviting roads, built chiefly for the pleasure of the public. 51 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO the sanitary precautions, and so far as I could learn or ob- serve these were simply such as decency and commonsense would dictate. On the steamer care was taken to prevent throwing any defiling material into the water, and ordinary care was taken to prevent house waste from running directly into the lake. There is almost no end to similar examples that may be cited among communities that are highly intelligent and scrupu- lously careful about the sanitary condition of their water sup- ply, in order to prove the utter absurdity of the statement in- dustriously circulated that the use of the Hetch Hetchy as an impounding reservoir for the water supply of San Francisco would exclude from its watershed tourists and campers, now or in the future, or lessen the pleasure to be found within the hmits of the Yosemite reservation. Hazen Report Attention is called to the following report on the quality of the Tuolumne water and conditions growing out of a joint use of the catchment area for water supply and park purposes, prepared last year by the eminent chemist and water sup- ply expert, Mr. Allen Hazen, after a personal visit to the Hetch Hetchy, Lake Eleanor and the Cherry Creek reservoir sites. 52 A SANITARY SURVEY OF THE HETCH HETCHY REGION REPORT BY ALLEN HAZEN. CONSULTING EN- GINEER. UPON QUALITY OF THE TUOL- UMNE WATER AND CONDITIONS GROW- ING OUT OF A JOINT USE OF THE CATCH- MENT AREA FOR WATER SUPPLY AND PARK PURPOSES. Repori of Mr. Allen Hazen's Imesiigalion. (31) The catchment area of the Tuolumne River above the Hetch Hetchy Valley and of Lake Eleanor is in part covered by heavy natural forests and in part composed of great granite areas almost entirely without soil and vegetation. The rock is all granitic, and of the most insoluble character, and experience shows that waters derived from such formations are remarkably free from dissolved mineral impurities. Not many analyses have been made of the Tuolumne water above the points where less pure drainage is received from the foothills, but the few that have been made indicate that the water will be of the greatest purity. The catchment areas are practically uninhabitable at the present time. Those parts not owned by the United States are practically all owned by the City of San Francisco. The only populations upon them are: 1. The men employed by the City of San Francisco in gauging streams and doing other necessary work. 2. The summer camps of the U. S. troops and other men doing police and forest duty in the park and forest reserve. 3. Occasional temporary camps or visitors. It would be difficult to conceive of a more perfect gathering ground, or one better adapted to produce water of greatest purity. The water will be almost ideally safe. Storage To utilize this source of water supply it is proposed to build a large reservoir in the Hetch Hetchy Valley, and another by raising Lake Eleanor, to hold back the flood flows and make them available throughout the dry portions of the year. The bulk of the water utilized will be from such flood fllows, and represents water not now utilized. The storage of water in large reservoirs for considerable periods tends to eliminate, and actually does eliminate, nearly all of the effects of pollution upon the water running into the reservoir. The catchment areas of the Croton, Sudbury and Wachusett reservoirs have large per- manent populations upon them, but the storage of the waters makes them safe from a hygienic standpoint, even when used without filtration. The following is a tabular statement of a few Eastern catchment areas, with their populations computed from the census of 1910, and the miles of railroad upon each: Population Miles of Catchment Area 1910 Per Sq. Railroad Place. Area. Sq. Miles. Census. Mile, on Area. New York.. Croton 360.44 23,019 64 78.0 New York.. Esopus 255.00 8,694 34 30.5 Boston Wachusett 118.90 5,282 45 33.5 Boston Sudbury 75.20 22,111 294 27.5 Boston Cochituate 18.73 4.877 260 14.1 Rochester... Hemlock Lake 43.00 1,401 33 7.0 Syracuse.,.. Skaneateles Lake ... 73.00 2,795 38 0- This list might be greatly extended by collecting the necessary data, but this seems unnecessary. All of these areas, and also the areas of the Manchester, England, water works from LakeThirlmere, and of the 53 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Glasgow supply from Loch Katrine, not only have permanent popula- tions°often with villages, sewers and sewage disposal systems, but it is well known that they are open to summer visitors, wagons, automobiles and bicycles. In addition to the country roads, new and excellent roads are often most attractive to visitors, and they are used by great numbers of people each year. Thousands of automobiles pass over the roads around the Croton reservoir every fine day in summer. Boating is per- mitted, and on some lakes used for water supply excursion and other steamers ply. In all of these cases water considered to be of good sanitary quality has been obtained as a result of the purifaction resulting from storage of the water in the light and without filtration. Filtration will, no doubt, be applied to the Croton water at an early date, and to some of the other supplies in the list. Filtration is prin- cipally desirable to improve the physical properties of the water. 11 may be questioned whether, from a strictly sanitary standpoint, it would be justified for even the Croton supply at this time. Removing all population from the catchment area so as to be able Id say that there is no human being living upon it, and no pollution of the water, is an ideal frequently contemplated, but rarely reached in prac- tice, particularly in more densely populated parts of the country. As a practical proposition of obtaining it is not necessary. Abundant ex- perience has demonstrated the possibility of obtaining thoroughly satis- factory water supplies from areas having considerable permanent popu- lation, and traversed by roads and railroads. If the excrement from such population were mixed freshly with the water as it flows into the pipes the water would be polluted in many cases so as to be unfit for use. The actual conditions are quite different from this, however. In the first place, most of the polluting matters are deposited on or in the soil, and are purified by it under the most favorable conditions, and only the purified effluent from them ever reaches the water courses. The purifying power of the soil in sewage treatment is well known. Wherever the soil is pervious the polluting matters, especially from a scattered rural population, are distributed in it in such a way as to take most complete advantage of this purifying action. With steep slopes, impervious soils, and with frozen ground, this purifying action is less complete and frequently is not to be depended upon. A second line of defense is afforded by the storage of the water in a large reservoir holding many days', and even months' or years' supply. The harmful organisms transmitted by water in temperate climates only exists for a limited time in the water of the reservoirs. They never reproduce or increase in numbers, but, on the other hand, gradually die out and lose their virulence. Some of those who have studied the matter carefully hold that it is practically impossible for infectious material to exist for more than twenty days in stored water. It may be questioned whether so short a limit is to be accepted as sufficient under all American conditions, but at any rate the polluting matters rapidly disappear, and water stored in a large reservoir is comparatively free from infection. With only a scattered rural population and with storage in a large reservoir, these two elements are all that are necessary to make water safe from a sanitary standpoint, and certainly they are more than sufficient where, instead of a scattered rural population, there is only a small camping population of necessary employes and visitors. In case it is necessary other means of defense against infection carried by water are known and well understood, and can be applied at moderate expense, but their consideration in this case seems unneces- sary. Park Rules In the case of the proposed Hetch Hetchy reservoir and the raised Lake Eleanor it may be assumed that the present park rules preventing littering of the ground with rubbish and polluting the streams in any way will remain in effect, and no modification of, or addition to, those rules need be made for that part of the park which is in the catchment area of the proposed supply. If permanent hotels or camps having sewers should be established it would be proper that sewage purification works 54 SANITARY REGULATION OF THE HETCH HETCHY REGION should be provided and required. Sleamers and launches plying upon the lake might reasonably be required to carry suitable vessels for excrement, to be emptied and disposed of under suitable inspection. Such regulations have been made in the case of sleamers upon other public water supplies, and they involve no \ery serious expense or hardship to those operating the boats. So far as the supply of Vi'ater was drawn directly from the dam at Hetch Helchy and from the dam at the outlet of Lake Eleanor, all water used would be drawn from stored water, and the above suggested provisions would be all that would be necessary to Impose in addition to those which are in effect under present conditions. In other words, no limit whatever need be placed which does not now exist on the use of the park for camping purposes. There is further no sanitary reason why roads should not be built along the reservoir and about it, as found feasible, and it would be permissible so far as the water supply is concerned to establish a reasonable number of hotels and permanent camps near it, and to operate steamboats and launches upon the waters of the reservoir. It is assumed that all rules now in force, or in future established m the park, would be equally applicable to that part of it in the catch- ment area used for water supply. And it is further assumed that the superintendent of the park would make from time to time such special regulations respecting sewage from sleamers upon the lake, sewage of hotels, and any other matters that might develop, not covered by the present rules, as were reasonably necessary, and as were suggested and requested by the proper authorities of the City of San Francisco. Water Used Without Storage There are two general methods that might be used for utilizing the water: By the first the water would be carried all ihe way from the reservoir in closed conduits, and protected from pollution at every point. By the second the water would be allowed to flow in natural channels for a part of the distance. I am not informed certainly as to which of these systems will be used, and this report is therefore made broad enough to cover both conditions. In case the second method should be followed, that is to say, in case the Intakes, or either of them should not be placed at the mam reservoirs, but at some point on the stream below, then the water taken from that part of the catchment area tributary to the intake, but not tributary to the main dam, would not have the advantage of storage; and such part of the catchment area might properly be subjected to Increased supervision and care. The additional care would apply particularly to parties camping directly on the banks of the stream, and it would be proper to take extra precautions to prevent the direct discharge of waste materials Into the streams by such parlies. The climate is favorable to safety in this respect, as during the camping season the ground is dry, rain is rare, sunshine is bright and continuous, and there is every chance for infectious materials deposited in and upon the ground to be rendered innocuous by natural agencies before the fall rains come to wash them into the streams. Nevertheless, there would be remote possibility of early fall rains which would wash such matters into the stream, and in view of this it would be well to exercise seme additional supervision over this area. It is assumed that the water will be used entirely in its raw stale without treatment. There is no reason why the water from the proposed Hetch Hetchy reservoir or from Lake Eleanor when raised should not be so used. There is the consideration, however, that in order to deliver the water in San Francisco in as good condition as it will exist In the reservoirs it will be necessary to carry the water always in closed con- duits, to store it always in closed reservoirs, and to lake various other precautions along the whole line to San Francisco. These precautions will cost a certain amount of money and it may be that it will prove to be better business, and In other respects more satisfactory, to handle 55 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO the water by simpler methods, with less expense, storing it in open reservoirs, where this is inconvenient, and then filtering the water before it is finally distributed in San Francisco. Filters for this purpose should be operated at a rather high rate, without coagulant, and the cost of filtering would be small. If this were done then that part of the area tributary to the intake below the main reservoir would not require any extra precautions and all parts of the area could be treated on the same basis. Joint Use of Lands for Water Supply and Park Purposes Granting the desirability of keeping certain areas free, or sub- stantially free, from population, for the purpose of drawing public water supplies from them, and of keeping certain areas free from population for the purpose of using them for parks, the park areas being selected with reference to their natural beauty and facilities for camping and use by the people, there seems to be no reason why these two classes of areas should be kept separate. The use of an area for one purpose does not interfere appreciably with its use for the other purpose, and from the standpoint of conservation and the fullest use of the resources of the country there is every reason why the two uses should be combined as far as it can be done advantageously, and the same area used for park purposes and for water supply purposes. This idea has been carried out in many cases where catchment areas, or parts of the catchment areas, have been acquired by cities for the purpose of protecting them from pollution, and have afterwards been thrown open to the public, frequently with the construction of splendid drives and walks through them, and without detriment to the quality of the water supply derived from those areas. I will not attempt to discuss the advantages and disadvantages of flooding the Helch Hetchy Valley from the standpoint of the park, tho flooding of the swamps in the valley which now produce swarms of mosquitoes, and which would be eliminated by the flooding, the increased accessibility of the park by reason of the roads necessarily built in connection with the construction of the water works and the possibilities of going through so much of the valley in a gorge by boat. The climate of the Yosemite National Park is very dry during the tourist season. Such water as is now there is one of the greatest ele- ments in its natural beauty. Increasing the amount of such water by the construction of a large reservoir, forming a lake of considerable proportions accessible to visitors, is a matter which deserves serious con- sideration. As to the Desirability of the Tuolumne Water as Compared With a Filtered River Water Supply The Tuolumne water from a storage reservoir built in the Hetch Hetchy Valley, or from the raised Lake Eleanor, with other tributaries of the Tuolumne River diverted to it, or from both of these sources, will be softer than the filtered river water supply. The best river water would be that obtained from the Sacramento River, and this would probably be two or three times as hard as the Tuolumne water. The Tuolumne water would be soft, and its softness would be per- manent. There is no reason why it should be greater after a hundred or a thousand years than when the reservoirs were first built. The hardness of a filtered river water supply, on the other hand, H certain to increase with increased use of the river for irrigation. 1 he San Joaquin River water before the country was settled was probably not very different in character from the Sacramento River water. As a result principally of irrigation operations It is already so highly mineralized during a part of the year that it is no longer desirable as a source of public water supply. It Is probable that the time will come when the Sacramento River water will be used for irrigation to as great an extent as the San Joaquin River water is now used, and even to a much greater extent. The Sacramento River water will then probably become 56 QUALITY OF THE UPPER TUOLUMNE WATER mineralized to a corresponding or greater extent, and will be less de- sirable than it now is, or it may become unsuitable for a public water supply. From the standpoint of hardness and mineral matter the Tuolumne water is much more desirable than any river water supply available for San Francisco. The Tuolumne water is a water of the greatest natural purity from the standpoint of organic matter, organisms and pollution of every kind. The storage of the water in great reservoirs will have the effect of ehminatmg e^'en such small impurities as there may be in the flowing water and of insurmg the delivery of water of the greatest purity. The Sacramento River water can be well purified by filtration, and with properly constructed and properly operated works good water would be obtained, but it must be admitted that there is a chance of failure to secure the best obtainable results at all times, either through some fault of design or construction, or lack of sufficient skill on the part of the management. Such lapses from the best obtainable results occur too frequently under our present system of municipal management in American cities. The possibility of their occurrence must be given due weight in considering the relative advantage of the waters. Gravity supplies from upland areas having sparse rural populations have been, on the whole, the most satisfactory supplies used by large cities the world over, and when, as in this case, there is no permanent population upon the proposed catchment area, conditions are remarkably favorable, and the water to be obtained is certainly more desirable than any filtered river supply that can be secured. December 4, 1911. Respectfully submitted, (Signed) ALLEN HAZEN. BELOW THE INTERESTING PART OF THE HETCH HETCHY VALLEY. View down the Poopenaut Valley and reservoir site, taken from a point of rocks on the Hatch Hetchy trail about one mile southwesterly from the Hetch Hetchy dam site. The dam site for this small supplementary reservoir is in a very nar- row gorge in the distant center of the view. The new wagon road is to run up the left hand side of the valley. Flooding this valley floor would add to the scenic interest. The city desires the right to do this. It is only a short portion of the Hetch Hetchy Valley that contains scenery of any special interest. Nearly all of it is comprised within the one mile covered in the photographs on pages 6, 10 and 12. The remainder is the ordinary deep canyon scenery of the Sierra rivers, grand, but much like that seen from the car windows of the Southern Pacific and Western Pacific Railroads. There is far less length and variety of interesting scenery in the Hetch Hetchy Valley than in the Yosemite Valley. 57 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Use of Hetch Hetchy Will Preserve Other Camp Sites (32) There is a shortage of storage capacity in the reser- voir sites provided by nature along the Tuolumne River as has been shown in a report prepared recently by Mr. Grunsky, formerly City Engineer of San Francisco, and if the city does not store and make useful the surplus of flood waters, which now run to waste, and sometimes contribute to devastation on their way to the sea, others will seek in course of time at one point and another to impound them, for power or other possible uses. The Tuolumne Meadows have been often suggested as a possible reservoir site. With the great height of dam at Hetch Hetchy now proposed there will never be need for building other dams or reservoirs at Tuolumne meadows or at any other site upstream from the Hetch Hetchy, save that in the very distant future it may be well to build a dam at the outlet of Vernon Lake and lakes further up on the same stream. There is a remote chance that if the city grows beyond the conservative figure that I have adopted, storage on Rancheria Creek and possibly on Poope- naut meadow may be needed in the very distant future — barely enough chance so that all water rights upstream from the confluence of Cherry Creek should be reserved in favor of the city. Storage Farther Down the River (33) Much of the surplus flood Row which the projected Hetch Hetchy reservoir with spill-way even at elevation 3850 could not contain can be conserved in reservoirs in the foot hills, such as are common about Denver, Fort Collins and Greeley, Colo., and of which Modesto and Turlock have built one already and are planning to build others. These lower reservoirs can catch water from the lower drainage not other- wise conserved. Vernon Lake (34) The city desires to now secure against all possibility of adverse possession, rights to Vernon Lake and its tributaries and hold these in reserve. Whenever the expense of even a low dam at Vernon Lake can be justified, the reservoir thus formed can be made useful for supplying a full cascade through- out the tourist season at the beautiful Wapama Falls. 58 CAMPING ON THE UPPER TUOLUMNE THE TUOLUMNE MEADOWS. About 24 miles up the river from Hetch Hetchy, 8,500 feet above sea level. Surrounded by high Sierras. An excellent head- quarters camp ground for excursions to the summits. Often suggested as a reservoir site, but unnecessary for conserving the Tuolumne flood waters if a suitable high dam is built at Hetch Hetchy; which site is far more suitable for conservation because of controlling a larger catchment area. Tuolumne Meadows (35) With all possibility of its use for a storage reser- voir removed there is no reason whatever why campers should not for all time, utilize the Tuolumne Meadows to their hearts' content, without supervision or hindrance on behalf of the water supply, and there is no good reason why a hundred- fold more visitors per year than have ever yet visited the Hetch Hetchy region should not enter and enjoy these meadows and the beautiful regions beyond, with their many little lakes, at the base of Mt. Lyell, Mt. Dana and others of the highest Sierras. Tuolumne Meadows has more advantages for campers and as a head quarters for those A'ho would climb the summits of the high Sierras than any Mher meadow for many miles around. Camp Grounds (36) Dozens of little parks or meadows exist in the forest on mountains surrounding the Hetch Hetchy, — the writer last year noted three in the course of a day's trip to Smith's Peak, 59 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO made for obtaining a broad outlook over the Hatch Hetchy Valley and up the Tuolumne Grand Canyon. Each of these litde meadows was at diat time covered with flowers and good grass, well watered, surrounded by a beautiful forest and each was a "paradise for campers," and the city could not have the slightest objection to such occupancy within the watershed tributary to its water supply reservoir. A Hotel Site at Hetch Hetchy (37) There is an admirable site for buildmg a summer hotel near to the proposed Hetch Hetchy dam site, and the city would welcome rather than hinder such use, for it is be- lieved that familiarity with the quality and surroundings of such a source of water supply would help in maintaining the sense of civic pride and civic responsibility. Subsequent to building the upper I 2 miles of the tunnel, the drainage from any such hotel or any permanent camp can be led onto filter beds below the dam site and in the earlier years it can be made safe otherwise. Not far from the entrance to the Hetch Hetchy is a broad meadow, high above the proposed level of the lake, on the borders of which camp space can be found for ten-fold the number that have ever yet visited this upper Tuolumne valley at one time, save on a certain Sierra Club excursion, unless they happen to be of the type of man who needs an entire valley to himself in order to really enjoy it. Should the cities of Greater San Francisco be compelled to spend some ten million or twenty million dollars extra for an- other less desirable source of domestic Vi'ater, simply in order that ten or twenty solitude lovers may have this beautiful val- ley mostly to themselves? Poopenaut Meadows (38) The Poopenaut Valley, on the main Tuolumne a short distance downstream from the Hetch Hetchy, can be available to campers so soon as the upper 1 2 miles of aqueduct tunnel have been built, but until that time campers should be excluded from the Poopenaut meadows and from the remainder of the possible catchment area downstream between the Hetch Hetchy and the Early Intake, but this small area is all so rugged and uninviting that no sanitary trouble from it appears possible during whatever time may elapse before the aqueduct is complete all the way to the Hetch Hetchy dam. It is con- ceivable that in the very distant future the Poopenaut meadows might become useful to the city for storing the water which in 60 SANITARY CONTROL UPSTREAM FROM EARLY INTAKE wet years will waste over the Hetch Hetchy dam, and it should therefore be held in reserve for the use of the city, and the 80- acre tract of patented land purchased whenever there is favor- able opportunity. By the relief map on page 3 one can get a good idea of the remarkably small drainage area tributary between the early intake and the Hetch Hetchy dam. It appears best to make clear regarding the possibilities of future power development, that no restriction should be im- posed which will prevent making useful for power the water released for the irrigation priorities by releasing this water just below the Moccasin Creek power house instead of at the sev- eral reservoir dams. The only change required for this would be the addition of a foot or two to the diameter of the tunnels upstream from Moccasin Creek, and a large additional amount of power could be gained. Quality of Present Supply to San Francisco The ground waters from Sunol and Pleasanton constitute nearly half the entire supply, and being purified by natural fil- tration, are exceptionally attractive in appearance, white and brilliantly clear, but as elsewhere stated rather too hard. The surface suppHes from the Peninsula sources are given exceptionally good care at the gathering grounds of Crystal Springs, Pilarcitos and San Andreas, and intercepting drains have been built for diverting surface drainage coming from the streets and populous regions near Lake Merced. The bugs and algae from the surface waters are carefully strained out through cotton cloth near the Honda reservoir, with a care not often given to public surface water supplies and so this surface water reaches the consumer in an accept- able condition, but in future with the general tendency of the public to be more exacting as to the quality, all of this surface supply, including whatever is gathered in the Calaveras reser- voir, will require filtration. The present quality of the water furnished by the Spring Valley Water Company is, I believe, thoroughly wholesome and safe, from the sanitary point of view, but mountain water will be softer, and better and to be kept at its best, will re- quire separate delivery as elsewhere explained. 61 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO PROPOSED GENERAL ORDER OF WATER SUPPLY DEVELOPMENT. Spring Valley Purchase (39) In further compliance with the request of the Sec- retary of the Interior for a statement of the proposed use and development of the Hetch Hetchy and Eleanor sources and in explanation of the fact that the plans herewith submitted all connect to the existing reservoirs and delivery mains of the present water supply companies, it should be explained that I have been informed by you and by the special water com- mittee, appointed by the Board of Supervisors, that the city proposes to take the initiative in acquiring by purchase or by condemnation all of the property of the Spring Valley Water Company now used or capable of use for supplying the city with water. It is hoped that a purchase as between a willing buyer and a willing seller can be made, both parties benefiting by the trade. The Spring Valley water, altho excellently cared for, plainly is not of the most superior quality. It is hard, and the Merced water in particular is weedy and unattractive, as anyone can see by visiting the lake margins and the intake wharf. The upper end of Capital Spring Reservoir at certain seasons of the year presents undesirable conditions. A surface water held long in storage in the warm tempera- ture and almost constant sunshine of the Cahfornia climate appears to invite more luxuriant aquatic vegetation than is found in the supply reservoirs of eastern and northern cities, and even the Hetch Hetchy water, notwithstanding its near approach to sterility in the future mountain reservoir, will best be delivered direct from the pipes and small equalizing reser- voirs or standpipes, using the large open reservoirs chiefly as a safeguard, after the future by-passes around Crystal Springs and Lake Chabot have been built. It is obvious that it is not necessary that the new aqueduct connect with the Spring Valley distribution system and obvious that even the great Crystal Spring Reservoir is not strictly es- sential to the Hetch Hetchy project, for Lake Chabot can be enlarged at small cost to larger capacity than Crystal Spring and a shorter aqueduct built across the bay from Alameda to Polrero Point, and an excellent distributing reservoir capable of holding more than five times as much as all of the present Spring Valley distributing reservoirs combined, or equal to alone supplying the present rate of draft for four and a half 62 PROPOSED PUBLIC OWNERSHIP OF PRESENT WORKS months in case of a break in the aqueduct, can be buih at small cost, admirably located 38.5 feet above city base only three and one-half miles from the San Francisco City Hall, in Glen Park, the valley of San Miguel Hill, as shown elsewhere in this report. But as for the best good of all concerned, it is desirable that the new supply join on to the present system and that the great reserve on the peninsula given only in the Crystal Spring Reservoir be secured. And I have de- signed the city end of the Hetch Hetchy aqueduct in the be- lief that this purchase will be effected, and that the much better mountain water will be used, while the peninsula sources will be held in reserve and perhaps be made useful meanwhile as an aid to irrigation. Each million gallons daily can irrigate nearly a square mile. If the terms of sale were already settled, some months would necessarily elapse before this transaction could be competed and the transfer of title made. There is various litigation now pending between the Water Company and the city and some time may elapse before the terms of purchase can be agreed upon. Under charter provisions, if proceeding by purchase, the terms of purchase must be submitted to the voters at a general elec- tion. Moreover, administrative machinery must be created for the management of an enterprise new to the city and this may require additional state legislation and additional delay. It appears hardly possible that ail of this can be accomplished within less than a year's time. People's Water Company Purchase (40) Across the Bay it appears that the people are de- termined that the municipality should own the water works and I am informed that preparations for condemnation suits with this in view have been already begun. The situation is the more involved because the one water company now supplies some fifteen separate communities. Formation of a Metropolitan Water District (41) It is confidently expected that in the near future definite and important progress can be made upon the forma- tion of a metropolitan water district, including with San Fran- cisco the rapidly growing communities in San Mateo County and the group of cities that may be described as Greater Oakland, all of which together now consume about two-thirds as much water as San Francisco. The members of this metropolitan water district would share all of the expense incurred in providing the sup- 63 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO ply and in delivering it into the chief storage reservoirs, the v>'ater district conducting as it were a wholesale business in water supply, while leaving to each of the several municipali- ties the retail business of supplying its own citizens thru its own distribution mains, very much as is done in the case of the Boston Metropolitan District. Immediate Construction of Calaveras Reservoir and Bay Head Conduit (42) Various legal contingencies are possible which may delay the city in obtaining title to the water works property; meanwhile, more water is desired; and various sections of the cjty are suffering from lack of water in the pipes and other, growing sections still lack water pipes ; therefore the City of San Francisco is seeking to devise a plan by which, if accepta- ble, immediate progress shall be begun by the Water Company prior to transfer of title, in extending its mains and m building certain structures that will have both an immediate value for supply in the impending shortage and a permanent value in bringing the Tuolumne supply to the city. The two most impor- tant features of this plan are the immediate construction by the Spring Valley Water Company of its proposed Calaveras Reser- voir and the simultaneous construction by the Water Company of a tunnel and steel pipe from the Sunol Valley, below the Calaveras dam, extending across the head of the bay to the Crystal Springs Reservoir, which tunnel and pipe will form a portion of the future Tuolumne aqueduct system, shown on the accompanying plans. Safeguard in Calaveras Reservoir (43) As a safeguard against shortage of water in cas^ of low rainfall in the near future, and also as a future safe- guard against interruption of the pipe across the San Joaquin Valley, or an accident in any part of the tunnel system, the city would propose that this Calaveras Reservoir be con- structed of greater capacity than would be required to equalize the runoff from its own watershed, in order that this surplus storage from occasional floods may be in reserve for emer- gencies. Plans were prepared by me some months ago at the request of the Spring Valley Water Company for building this reser- voir to a flow line at elevation about 783 feet above sea level, at which elevation their contour surveys show that it would contain about 46 billion gallons, an amount equivalent to de- livering 1 00 million gallons daily for about one and a quarter years. 64 WATER STORAGE NEAR CITY FOR EMERGENCIES The following illustrates how much Calaveras would add to the safety against interruption: The proposed capacity of the Calaveras Reservoir with flow line at 783 is 46 billion gallons The capacity of the Crystal Springs Reservoir, present elevation of 280* is said to be . . 1 9 billion gallons The San Andreas Reservoir is reported to con- tain . 5.5 billion gallons The Pilarcitos is reported to contain about . . 1 bilHon gallons And reckoning that Greater Oakland will join after acquiring Lake Chabot, which is said by the water works superintendent to con- tain 4.8 billion gallons there would be a total storage when all these reservoirs are filled of 76.3 billion gallons Probably not all of this would be available. It is stated that considerable silt has accumulated in the bottom of Lake Chabot, and it is seldom proper to draw off a reservoir to the very bottom. Obviously, storage reservoirs cannot be kept at high water mark all the time while being efficiently used, but the most of these reservoirs are of exceptionally great capacity in pro- portion to the run-off of their catchment areas, being so de- signed for the purpose of tiding over a series of years of low ramfall. Supposing them only one-third part full at the time of an accident, contents of 25 billion gallons would still be sufficient to supply 75 million gallons daily (which is ten millions more than all the communities on both sides of the Bay are now using) for a period of 333 days, and would supply them for a full year, and longer when the run-off from their catchments into these reservoirs is also reckoned in. Altho an exceptionally large reserve is needed for safety against water famine under the very remarkable cycles of low rainfall that sometimes occur in this part of California, this will be provided for in the mountain reservoir, leaving the chief value of local reservoirs for emergencies (or irrigation). Additional Future Reserves Against Accident to the Hetch Hetchy Aqueduct (44) In future when the cities have grown and when *By later information from the engmeer of the Sprmg Valley Com- pany, the present top of the main dam reduced to mean sea level datum is al 282.0; on this a rather light parapet wall has been built, with top at 292.61. This reservoir can be drawn down to 181.63. The contents be- tween 292.61 and 181.63=111. feet is 22,778 million gallons. 65 THE PRESENT SAN LEANDRO DAM OF LAKE CHABOT IN RELATION TO INCREASED HEIGHT PROPOSED From the Public Highway, looking Northerly. SITE OF THE PROPOSED HIGHER SAN LEANDRO DAM, LAKE CHABOT Looking Southerly. The white surface at the right center of the view is the concrete face of the present dam. 66 WATER STORAGE NEAR CITIES FOR EMERGENCIES the draft has increased, a larger reserve will be needed. When- ever deemed expedient, it is believed practicable to raise the Crystal Springs dam so as to give a much larger capacity. Its designer built this dam with much extra thickness of base for this purpose. From a rather hasty examination of the dam and of conditions at its north end, a future height of flow line at elevation 300 or 305 above mean sea level would be reas- onable. The flow line of Lake Chabot can be raised 1 1 5 feet with absolute safety, by plans presented later in this report, thus adding about 32 billion gallons to its present capacity. Outside of these additions in Crystal and Chabot, it is feasible, in the course of pushing the Hetch Hetchy aqueduct eastward from the cities toward the Hetch Hetchy source, to first construct the San Antonio reservoir, of nearly 1 2 billion gallons capacity, 1 yi miles easterly from where the Calaveras water enters the aqueduct, and 7 miles farther eastward the water of the Arroyo Valle reservoir of possibly 1 3 billion gal- lons capacity, could be picked up. All of these storage reser- voirs lie west of the crest of the Mt. Diablo range. Reservoirs previously enumerated. Crystal Springs, Andreas, Pilarcitos, Chabot, Calaveras, deducting silt, say 75 billion gallons Add for San Antonio, flowage to elevation 450 I 1 .8 billion gallons Add for Arroyo Valle, flowage 1 50 feet deep I 3.7 bilHon gallons Total storage reserves, when at high water mark, and exclusive of raising Crystal and Chabot 1 00 billion gallons After the Hetch Hetchy aqueduct is once brought into use, the natural policy will be to use the better, softer water and to either waste the harder water from the near-by sources or divert it temporarily to agricultural purposes until again needed for domestic supply, and therefore each of these reservoirs enumerated above would seldom or never be drawn so low in future as under present conditions. Three-fourths of the aggregate quantity that the above con- tain (exclusive of raising Crystal and Chabot), would supply a daily draft of 200 million gallons for a full year, or would supply 400 million gallons for six months, and beyond this the city could still draw water from the Pleasanton-Sunol sources, and draft would still be possible from the Bay shore gravels, and the run-off from the several catchments to these reservoirs would add an important amount. 67 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Additional Storage Reserves Possible (45) Raising Lake Chabot would add 32 billion gallons Raising Crystal Springs from elevation 283 to 305 would add about 12 billion gallons Adding the reservoirs enumerated above makes a total reservoir capacity of. . .144 billion gallons which, if about two-thirds full at time of an assumed interruption of the aqueduct by accident, earthquake or war, would supply 400 million gallons daily for 360 days, or about a full year in addition to the small local yield. (46) It is of interest to note that the method described above of building the Calaveras Reservoir, the San Antonio Reservoir and the Arroyo Valle Reservoir, and bringing all these waters to the Crystal Springs Reservoir by means of tun- nels from Valle westward through the hills near Irvington, and thence by a larger steel pipe across the valley at the head of the Bay, is substartially the same as long ago proposed by Mr. Schussler, the engineer under whose able supervision the Spring Valley properties have been acquired and its works built up. The only important difference is a little variation in the location of the tunnels and an increase in the diameter of the tunnels and of the pipe in order to make room for the Hetch Hetchy water later. Tuolumne vs. More Reservoirs (47) Today it is difficult to state whether following the construction of the Calaveras Reservoir, the San Antonio Res- ervoir should be built, and after that, the Arroyo Valle Res- ervoir, the tunnels being meanwhile pushed easterly of their full future size for taking in, one after the other, the waters from the Calaveras, San Antonio and the Valle, the Hetch Hetchy, Eleanor and Cherry supplies, or whether for the present and for perhaps fifty or a hundred years to come, these two reservoir sites at Antonio and Valle should be passed by, without building their dams, m order to devote the avail- able funds to bringing the better water from the mountains to the several cities around San Francisco Bay at the earliest practicable date. Judqed purely on its financial side, presuming that the owners of agrxultural land on the Niles Cone could interpose no obstacle to the impounding of the flood waters from these limited portions of the Livermore Valley upstream from the Calaveras, Antonio and Valle dam sites because of the 68 PREFERENCE FOR A MOUNTAIN WATER SUPPLY farmers' need of an occasional outflow of flood waters through the Niles Canyon to replenish their ground water supply, it is plain that there would be a saving of cost from developing these reservoirs, the dams for which are relatively inexpensive and which would put off for a few years the paying of interest upon the large sum of money involved in building the Hetch Hetchy dam and the aqueduct easterly from Valle. Assuming, as is probable, that the increase in water con- sumption for the greater San Francisco five years hence will be at the rate of nearly three million gallons daily over the consumption of the preceding year, and taking the rough pre- liminary figure of five or six million gallons daily as the de- pendable yield from San Antonio watershed, and six or seven million gallons daily as the dependable yield from the Valle watershed, the building of these two reservoirs might permit the building of the Tuolumne works to be deferred four or five years and an amount would be saved in interest that would build the dams two or three times over and leave them forever after as a reserve for accidents or as an aid to agriculture. On the other hand, it is plain that many citizens on both sides of The Baj' earnestly desire the earliest reasonable intro- duction of the Hetch Hetchy water, which will test at only about 20 on the scale of hardness as against about 1 00 for the present Spring Valley sources, and presents other attractive features. Los Angeles, Seattle and Portland have each secured their bountiful supplies of mountain water, and doubtless a bountiful supply of mountain water for the San Francisco Bay cities would add to their attractions for newcomers and encourage the in- vestment of new capital. Additional Supply from Present Sources (48) The additional dependable quantity of water that can be taken from the present sources in case of a series of years of extremely low rainfall, or in case of a decision un- favorable to the water company in certain adverse claims that have long been agitated in regard to diverting the supply from the underground waters of the Niles Cone and Pleasanton, is, of course, one of the elements of chief importance in forming an opinion upon the date when the city must go to the Sierra for an additional supply. There is much reasonable foundation for a belief that the water supply corporations on both sides of the Bay have de- ceived themselves in over-estimating the extent of their un- developed resources which can be profitably and dependably 69 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO brought into use, and it is apparently a matter of human nature the world over to be too optimistic about water supply from underground. This is a matter which will be discussed in various reports based on recent extensive collections of data to be submitted later. Investigations to be Continued (49) A painstaking investigation of the capacity for further development in the sources now owned or controlled by the present water supply corporations has already been far advanced, as is shown by the reports soon to be placed on file with the Board of Army Engineers for the information of the Secretary of the Interior. The question of how much further the sources which chiefly supply the underground waters of the Niles Cone may be stored and diverted is one QUITE AS MUCH FOR LAWYERS AS FOR ENGINEERS, AND ONE OVER WHICH THERE CAN BE BITTER AND ENDLESS DISCUSSION, and the question of how far one may increase the rate of draft of ground water near the Alva- rado bay shore without spoiling this source by sucking in salt water, as has happened in connection with the water supply of Brooklyn, N. Y., where some sources have suffered from over- pumping, is, without proper data for its determination, a diffi- cult one. The best information that I can obtain today SHOWS THE DANGER POINT ALREADY NEAR, and a large area near the pumps where the plane of saturation today stands below sea level. The question could be precisely answered only by one or two years of painstaking study and a very liberal expenditure for small test wells in which to trace out the contours of the water table, just as has been done on Long Island, New York, in studymg the Brooklyn supply, and by a test case in the courts. I do not believe it worth while to carry this investigation of extension of local sources much further, but think it more profit- able to concentrate upon the Hetch Hetchy studies. From conference with members of your Special Water Com- mittee and members of the Board of Supervisors, and other officials and well-informed citizens, it has become plain to me that public opinion will support incurring the expense of an immediate, vigorous and thoro investigation and preparation of surveys, test pits, borings and plans for the Tuolumne River supply as soon as a decision is reached on behalf of the United States Government in regard to granting the requests of the city expressed on the first sixty pages of this report. 70 SURVEYS FOR PERFECTING DETAILS OF PLAN Scope of Preliminary Studies and Work on Hetch Hetchy Aqueduct Desired Immediately (50) Altho a careful engineering reconnaissance has been made by the writer and by expert assistants along the entire Hetch Hetchy aqueduct line, covering both the surface features and an expert geological study, (all of which investigations appear to demonstrate the engineering feasibility of the entire project) , it is now desirable to carry the investigation much farther in order to thoroly test the quality of the sub-strata of rock that would be penetrated by the tunnels, and for this purpose to make hundreds of diamond drill borings along the location already selected, and upon such varients from this loca- tion as may be suggested in the course of these diamond drill borings and the progressive geological interpretation, and the permission of the Interior Department is desired to enter on national park lands and other public lands for this purpose under any reasonable restrictions or supervision. While it may prove entirely feasible to follow the aqueduct tunnel location already selected, which is shown on the accom- panying plans, there will doubtless be found, off to one side or the other from this preliminary line, rock which can be tun- neled more cheaply, with a smaller amount of temporary timber- ing, or with less infiltration of water, or rock which is more easily drilled or which will break into better shape when blasted. In the case of the New York aqueduct from the Catskill Moun- tains region, now under construction, as a result of such diamond drill borings and geological studies, it was found expedient long after the work of construction had begun, to shift some fifteen or twenty miles of the line and to pick out an entirely different site for crossing the Hudson River, and as a result of the careful preliminary engineering study with the aid of geologists and diamond drills, all parts of that work have been pre-eminently successful in freedom from accidents due to "bad ground," heavy inflow or unexpected difficulties. It is important for all of these San Francisco Bay cities to continue the work of thoro investigation and reach conclusions upon the course and the cost and the difficulties of the supply from the Hetch Hetchy, in order to determine how far the draft from local sources should be extended before softer and purer water is brought in from the mountains. There can be no question that some day the cities must have water from the mountains, the only questions are, how soon? and which source first? 71 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Studies and Work on Roads, Etc. (51) Meanwhile, also, much surveying will be necessary to lay out the best possible line of roadway, and the most favor- able grades for bringing construction material, men and sup- plies to the tunnel shafts and adits, and these road plans must be worked out not only for temporary construction purposes, but for roads so located and built that they may be cheaply maintained, running as near to construction shafts and tunnel portals as practicable, and forever available for quick access to these points in emergencies. One of the most difficult problems about the Hetch Hetchy dam or a large masonry dam at Lake Eleanor or Cherry is that of building the road or railroad along the precipitious canyon side and up the steep grades, for cheaply hauling in the vast quantities of cement and subsisting 500 or 1 ,000 workmen. One reason why past surveys have been so crude and have progressed so slowly is the extreme difficulty of crawling along on these steep slopes at grade with camp site or drinking water a thousand feet or more below. Following the final decision and selection of the aqueduct location much time will be occupied in securing rights of way for aqueduct and road. The City of San Francisco has already invested more than one and a quarter millions of dollars in water rights and reser- voir sites at Hetch Hetchy, Eleanor and Cherry, and should be similarly ready to purchase and protect the rights of way and all of the sites needed for the full utilization of these moun- tain sources. I am told that it is the purpose of the city to carry forward ail of this work of investigation immediately and diligently, until the whole series of structures have been planned, all rights of way secured, and I am convinced that it is wise to do this all well in advance of the time when it will be come necessary to begin the work of tunneling east of Arroyo Valle, which is the most easterly and the last of the coast range sources that can be picked up on the way to the Hetch Hetchy. Concerning the date for building the roads above described, it is quite possible that your citizens may be ready to incur the expenditure of building these immediately, and that also willingness will be shown to begin work on the Hetch Hetchy dam earlier than would be strictly necessary if the date when additional water will be needed was the only consideration. There may be good reason in doing this in order to thoroly estabhsh these water rights and in order to open up this beauti- 72 TEMPORARY POWER FOR CONSTRUCTION ful region to its citizens and thus bring about a better popular appreciation of the upper Tuolumne source and its manifold advantages. Temporary Power Plant (52) Following the explorations and road-building de- scribed above, one of the first acts in the construction would be the building of a temporary plant for supplying electrical power for purpose of drivmg air compressors, for operating vari- ous tunneling machmery, rock crushers, concrete mixers, hoists, derricks, construction railroads, etc., etc. The precise location that is most favorable for building this temporary power plant is not determined, but the site that is most promismg today is only a short distance downstream from the mouth of Cherry Creek, on the main Tuolumne River, where a diverting dam of temporary character would be built perhaps 25 feet high, diverting water from the river into a hillside canal or wood stavepipe beside the wagon road which would follow downstream along the contour of the canyon until fall is obtained sufficient to give the required amount of power from the summer flow that may be made available. From this power station a pole line and transmission wires would be run along the new mam highway already described, with points for delivery of power at each tunnel shaft, each portal and at the dam, and also to branches for furnishing power to the field shops for building the steel pipe line across the San Joaquin Valley, and to the power shovel for excavating the trench in which this pipe would be laid. In order to insure a sufficient quantity of water to operate this temporary power plant during the months of September and October, or whenever the river flow is smallest, it may be found necessary to build a storage dam of a temporary character, at one of the city's reservoir sites. It is possible that the cheapest and best opportunity for temporary power plant will be found a short distance downstream from the site of the Hetch Hetchy dam, and that the best means for storing sufficient water for this temporary plant will be a temporary dam at the outlet of the Hetch Hetchy Valley, so built as to also serve as a cofferdam for diverting the water while excavating for the deep, narrow part of the foundation of the main dam. Time Required for Building Main Dam (53) It is important that the main Hetch Hetchy dam be begun at the same time with the tunneling for the main aqueduct, and that this dam be completed to its full height. The working season at this altitude is brief, whereas work in the 73 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO tunnels can everywhere be carried on the year round; and moreover, it appears desirable that all disturbance incident to the construction of the dam be gotten thru with and the sur- roundings cleaned up, replanted and restored to a state of Nature as speedily as possible, under the guidance of some skillful landscape architect. Under the best of conditions, with a temporary railroad for hauling in the vast quantity of freight required, this dam would probably require at least three summers for its completion, and one year or more, probably two years, before the dam is begun will be required for building the extremely difficult and costly road into the Hetch Hetchy Valley and dam site. Time for Building Scenic Road (54) The construction of the proposed scenic road could best be begun when the dam is nearly completed, the drills, derricks and other plant being transferred from the dam to the tunneling and heavy side-hill work on the scenic road, the workmen remaining quartered in the construction camp at the dam. Time Required for Building Aqueduct (55) Under the most favorable conditions, all of this tunneling east of the Arroyo Valle may be expected to occupy a period of at least five years from start to finish ; for some of the tunnels are exceptionally long and there is a point beyond which it will not pay to add plants for working a great number of the shorter tunnels simultaneously. The steel pipe portion of the aqueduct, comprising about 44 miles across the San Joaquin Valley and two or three siphons across valleys, could be all erected within two years, if part of the material were accumulated in advance; therefore the beginning of this portion of the work can be delayed. Need of Beginning Soon (56) I am led to believe it probable that with the utmost reasonable development of the sources on both sides of the Bay, owned by the Spring Valley Company and by the People's Water Company, it will be necessary to begin construction work vigorously on the Hetch Hetchy supply inside of five or ten years and it may prove expedient to begin much sooner. I am not able to make so close an estimate of this date today as will be possible later, after some of the doubtful problems as to the amount which may be developed from sub- terranean sources and the water rights of the Niles Cone, have 74 CONCENTRATING FURTHER STUDY ON TUOLUMNE been more completely worked out, from the legal standpoint as well as from the engineering standpoint. I have no doubt whatever that the work of investigation and preparation by means of surveys, diamond drill borings, test pits, road construction, etc., as outlined in the previojjs pages, should be begun not later than next summer, or as soon as the city can obtain the sanction of the Interior Department or other necessary legislative authority for the various works which the city proposes and which were described in the opening pages of this report. Investigations of this kind, if thorough, are costly, requir- ing an expensive corps of men ; but commonly this cost is saved several times over in the progress of the work. It now is important that the scattering of effort and expense over de- tailed investigation of hopeless projects should cease, and the work settle down to the one source which promises to be best and by far the cheapest, particularly when the long future is considered. From my own investigations, which have now been in prog- ress, off and on, for more than two years, I am convinced that the Hetch Hetchy is much the best mountain source for the San Francisco District, and I am also convinced that the city in course of its development of works for water supply will make the Hetch Hetchy Valley more beautiful, and a far more useful instrument of pleasure than it is today. The preceding pages are believed to cover all of the informa- tion requested by the Secretary of the Interior to be furnished to the Advisory Board of Army Engineers on July 15, 1912, by his letter of May 28th, quoted at the beginning of this report, but in order to make more plain the considerations which have guided your engineer in the design of the works proposed, additional data supporting the city's case, which un- der the Secretary's order are to be filed upon August I, 1912, so far as it has been possible to set them in order for publica- tion in a limited time, are now presented on the following pages. Those who have climbed canyon walls in the Sierras will understand how slow and expensive are surveys for studies of this kind. With more time a more complete report could have been presented and closer estimates of cost, but I can- not conceive it possible that another year, or even five years, of surveying and estimating would change any of the funda- mental features of the project now presented, all of which fol- low good precedents. Respectfully submitted, JOHN R. FREEMAN, Civil Engineer. 75 SCOPE OF THE INVESTIGATIONS ALREADY MADE AND DESCRIPTION IN MORE DETAIL OF THE STRUCTURES PROPOSED. (57) In ihe preceding pages, in course of meeting the re- quest of the Secretary of the Interior for specific information upon the use proposed by the city of the Hetch Hetchy and Lake Eleanor valleys, so full an outline of the proposed works has been given that but little need be added. The plans and profiles presented in the preceding pages show the general scheme as fully as practicable on drawmgs of that scale. Probable Increase in Population (58) A report upon additional water supply commonly begins with a discussion of the probable increase of population. This matter is set forth in the diagram on the preceding page together with some of the data from which the probable future rate of increase is deduced on the most conservative basis that can be reasonably adopted. For example, it assumes only 30 per cent increase per decade for the next twenty years, where actual increase was about 47 per cent in the past decade, in spite of the great fire, and the recent school census shows 5 per cent per year increase for the past two years. The conclusion is that a population of two millions will be surely reached between 40 and 50 years hence in San Fran- cisco and the other communities bordering San Francisco Bay as far around as Richmond, and that at some time near the end of the present century the population of Greater San Francisco will reach three millions. It is possible that the three million mark may be reached, or four hundred million gallons of water daily be needed only half a century hence. The rate depends upon the wisdom and vigor with which San Franciscans seize their opportunity. I have not ventured to draw the optimistic population line, nor is this necessary in order to show that the Hetch Hetchy, Eleanor and Cherry sources should all be conserved to the utmost for the future domestic supply of the greater city. The history of many commercial cities shows that under the conditions of the past half century growth has gone on in geometric progression. The time must come in the his- tory of almost any city when the geometric ratio will decrease because of the land having become occupied to a density that repels growth rather than invites it, or because of the commer- cial opportunities which support population having ceased to expand, but it is plain that the conditions which tend to stag- nation are a long way off in the case of .San Francisco. The prospect for rapid and continuous growth of the entire San Francisco district was never brighter than it is today, and several new causes are now coming into action which seem to foreshadow for at least twenty years to come a more rapid growth than the San Francisco district has had in the past. Some of these important causes are: Special Cause for Rapid Growth at San Francisco (59) First, the approaching opening of the Panama Canal. Second, the present general tendency to a subdivision of the great individual holdings of land, the present strong move- ment toward dividing the old wheat fields of the great val- ley into small irrigated farms and the reclamation of vast areas of swamp lands bordering the lower Sacramento and San Joa- quin Rivers by dikes and drainage. These swamp lands are of surpassing fertility. It is stated by those who have given this subject the most careful study that nearly two million acres in the great Central California valley, with climate equal to the finest in the world, can be brought under irrigation by the con- servation of flood waters of the mountain streams, which now waste to the sea. All of this great valley is commercially tribu- tary to the cities of Greater San Francisco, and these cities must grow to meet the commercial needs of this increased rural popu- lation. Canned fruits and canned asparagus grown in this region are today shipped all over the United States and to Europe, and with the opening of the canal there appears to be no limit to the markets for the products of intensive farming on nearly a hundred thousand acres bordering San Francisco Bay and upon more than a million acres in the great valley. A third reason for growth is found in the great awakening in the Orient which tends to broader interchange of products between the United States, China and other Eastern coun- tries. The natural commercial center for this is found in San Francisco. Along with other growth, there will doubtless come some moderate increase in manufacturing, particularly to supply local needs, but it is questionable if this kind of growth will be large. While thoughtful men have doubts about it being advantageous to the civic welfare to multiply a factory population here, the attractions of climate, food and high prevailing rate of wages and the zeal of steamship agents may bring it faster than de- sired. Last, but not least, among the causes which promise future growth is an awakening in civic pride and an appreciation of their remarkable opportunities, throughout the communities of Greater San Francisco. 11 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Considering the above potentialities in their relation to San Francisco, and having regard also to the actual rate of growth achieved by various other commercial cities subsequent to attaining the present population of San Francisco, the line of growth which I have projected upon the accompanying popula- tion chart may be regarded as extremely conservative. It assumes that for each of the two next decades the per- cent of increase will be two-thirds that of the past decade, and that in the following decades the rate of increase will be smaller, finally tapering down to 1 per cent, and less, toward the close of the century. This rate of growth ignores all such phenomenal per cent of increase as has come to Los Angeles, Vancouver, and other Pacific Coast cities in recent years, and it also ignores the retarding effect of the great conflagra- tion of 1 906, on the line of increase which we project. Remembering the pre-eminent advantage of San Francisco's location and that here is found the only first-class harbor for more than a thousand miles up and down the coast and that this harbor is without a superior in the world, also leads irre- sistibly to the conclusion that the populations of two millions and three millions are certain to arrive and that the only doubtful element in the discussion is, how soon? Confirmation by Other Estimates of Population (60) Professor Marx has partially completed a very com- prehensive study of the probable future growth in the various municipal subdivisions, the notes of which are to be placed on file with the Advisory Board of Army Engineers. Fiis studies, based on the density of population in the various urban, sub- urban and rural communities, indicate that there will be no undue crowding from lack of territory attractive for residential and manufacturing purposes within the century. A summary of his conclusions both as to population and the quantity of water that they will probably demand is shown in the ac- companying table. It will be noted that he estimates a proba- ble demand of 44 1 million gallons daily at the end of the century. (61 ) Mr. Herman Schussler, for many years Chief Engineer of the Spring Valley Water Company, has had occasion to study the question of increase on the San Francisco Peninsula with great care and his projection of the curve of growth for San Francisco only, reaches 1,100,000 in the year 1950, and it doubles the present population within the present limits of San Francisco, only about twenty-five years hence. TABLE SHOWING PROBABLE FUTURE DEMANDS IN THE PROPOSED METROPOLITAN WATER AROUND THE WEST, SOUTH AND EAST SHORES OF SAN FRANCISCO BAY. Estimated by C. D. Marx. DISTRICT COUNTY. San Francisco — City and County San Mateo County — Colma to Belmont . . . Belmont to Palo Alto Santa Clara County- Suburban . . Rural Alameda County and Contra Costa County- Suburban Rural o a a. flj o I- a. o <-^ ^Ohv^ o u I 30,000 13,000 14,000 57,000 93,000 73,000 48,000 328,000 417,000 1 7,200 7,800 44,000 34,000 249,000 4,000 40 15 15 36 future population of this century). future city con- of water. Gal- capila daily. -0 -o Probable sumption Ions per 1,200,000 130 205,000 130 112,000 130 456,000 130 372,000 75 1 ,095,000 130 192,000 75 156 26 15 59 28 142 15 773,000 1 3,632,000 I I i 441 59,000 36,000 59 36 95,000 95 *Deplh of irrigation per year estimated at 1.13 feet for Santa Clara County, as per U. S. Bureau of Agriculture. Depth of irrigation per year estimated at 1.25 feel for Contra Costa and Alameda counties. TJ-O B SO) -is-/- ™ c O fl o 156 26 15 59 87 142 51 540 78 THE INCREASING CONSUMPTION OF WATER Increase in Use of Water Per Capita (62) The quantity of water actually used per capita is found to increase from year to year in substantially all growing cities in the United States and is showing a similar, altho slower, rate of increase in most European cities. This comes naturally with higher standards of comfort, with more bathtubs, more water fixtures in the dwellings, and in most American cities this rate of increase has far outrun the ex- pectations of twenty years ago. Even when a meter is in- stalled on every tap, soon after the immediate drop, the curve of per capita consumption again begins to rise, and so soon as the water supply of a city is put on the rational basis of sale only by meter, there is no reason why the city should not encourage the most liberal use, particularly if it very properly adjusts its schedule of rates so as to make this a source of income which can be applied to the embellishment of the city. There is not one of the necessities of hfe purchased, which costs so little in proportion to its real value as even the most expensive water supplies and there is no more beneficent luxury than a bounteous supply of water for house, lawn and garden. After considering the remarkably small per capita use in San Francisco today in comparison with other cities similarly sit- uated and even with those in regions of far more abundant rainfall, which small use it is hard to explain even by the cool summers, the warm winters, and the fog, I cannot believe that this relatively low per capita use will always continue, and there is much reason for expecting that as the population spreads out into the suburban homes, helped thereto by some such sub- urban railway system as those, for example, now found in Los Angeles and Boston, and by the tunnels thru the hills to the south which it now appears certain will soon be constructed, there will be a marked increase in the use for watering lawns, flower gardens and kitchen gardens and this liberal use should be encouraged. As one today walks the streets of the residential districts, well-watered lawns and flower gardens are much less in evi- dence than in Los Angeles or Denver, and in the region of large suburban estates south of the city and county line the water for irrigation of lawns, gardens and cemeteries is pumped from the deep gravels by private plants and does not appear in the sta tistics. San Francisco is a city of high wages and liberal ex- penditure for the comforts of life, where each number that ro;s to make up the census returns stands for much more in the way of expenditure for clothes, food, electric light and liberal use of water than in a city where the population is mainly com- posed of factory operatives, working for small wages. The writer having had occasion to study this question of future per capita increase in relation to the water supplies of Boston, New York, Baltimore and other cities, cannot regard it as prudent to estimate on a smaller supply for the San Fran- cisco of, say, fifty years hence, than from I 25 to I 50 gallons per capita per day, altho by that time substantially every ser- vice is metered. This would give for the year 1 950, if the population is then two millions and the consumption 125 gallons per capita, a total draft of 250 million gallons daily and at the end of the century with a draft of 150 gallons per capita would call for a supply of 450 million gallons daily. And as already stated, it is quite possible that the two and a half or three million population needing 400 millions of gallons of addi- tional water may arrive only fifty years hence. CONSUMPTION OF WATER IN VARIOUS CITIES OF UNITED STATES. Name of Cily. Denver Pasadena Los Angeles (metered) Cincinnati Salt Lake City Philadelphia Colorado Springs San Diego Cleveland (metered) Washington, D. C Baltimore Portland, Ore Boston Milwaukee St. Louis New York (Manhattan and Bronx) Chicago Buffalo Oakland and adjacent 80 from People's Water Co., 30 from wells. San Francisco 85 from Spring Valley Water Co., 13 from wells, and 2 from Golden Gate Park V-'aterworks. Daily consumption per capita, gallons. 213 127 130 127 243 210 202 104 104 178 115 83-86 130 111.9 118 120 230 322 114 100 ror year. 1911 1911 1910 1911 1912 1911 1911 1912 1911 1911 1911 1910-11 1910 1911 1911 1910 1909 1906 1910 1910 79 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The Peculiar Water Supply Needs of the San Francisco District (63) A city surrounded by a region that is semi-arid or has an uncertain amount of annual rainfaU, hke San Francisco or Los Angeles, presents far more serious problems in providmg for the future than any found in the Eastern or Central cities of the United States. For example, in Eastern cities the need for great storage to tide over one year, or two, or even three successive years of small rainfall is far less than at San Francisco. More- over, in the Eastern cities when an additional water supply is needed the city can go out and secure by means of a willing sale or by purchase under eminent domain, water from some river used to supply water power to a factory, and simply pay the cost of substitute steam power; but in an and land to thus take water which is already used in irrigation or intensive farming, would leave a desert. A few years ago Los Angeles awoke with a shock, to find that its GROWTH MUST STOP UNLESS MORE WATER COULD BE OBTAINED from some distant source, and that to take this water from local irrigated farms and gardens was impracticable to a degree that had never been before realized. The Los Angeles problem and its solution furnishes by far the best analogy to the present San Francisco problem that can anywhere be found, and the same reasons which justified Los Angeles in obtaining control of 273 million gallons daily at a time when its population was only about 275,000, justify the San Francisco metropolitan district with three times that population, in now making absolutely certain of its future control .of a supply of 400 million or 500 million gallons daily of the very softest and purest water that can be provided. Like Los Angeles, San Francisco may prudently now pro- vide a supply that will be ample, so far as can now be seen, for the city's growth during a hundred years to come, and San Francisco may also wisely follow Los Angeles in avoiding un- necessary waste of capital by SO PLANNING ITS WORKS THAT THE SURPLUS CAPACITY OF A GREAT MASONRY AQUEDUCT AND TUNNEL SYSTEM, BUILT TO ACCOMMODATE THE DIS- TANT future's GROWTH MAY BE IMMEDIATELY USEFUL in bringing down water in volume sufficient for the encourage- ment of intesive farming close to the city, until such time as these farm lands become further subdivided into dwelling lots. It was found in some of the Los Angeles studies that the quan- tity of water required for an acre of intensive farming and market gardening, was about the same as would be used upon the same ground after this had been subdivided into ordinary suburban dwelling house property, and the irrigation changed to sprinkling of lawns, flower gardens and kitchen gardens. The Yield of the Present Sources (64) In planning to meet the demands of the distant future, the amount that can be obtained from the sources now in use must be included, also whatever amount is available from the sources owned by the Spring Valley Company and the People's Water Company not yet put into use, so far as this can be estimated with accuracy, also the Union Water Company sources or others. (65) There must be some deduction for sources that will have to be abandoned here as they have been in other communi- ties as population encroaches, for example, on the catchment area of Lake Merced. (66) There is a possibility also that the underground sources around the edge of the salt water where, fed by the slow per- colation seaward of water falling on the ground belv/een the shore and the crest line of the hills only a few miles back, may become impaired by over-pumping and the infiltration of salt or brackish water as they have in some of the Brooklyn districts. The data now in course of collection at my request, by Mr. Dockweiler, indicates that the plane of saturation is already being pumped below sea level over large are^s. If so, just as when a bank reserve is thoughtlessly overdrawn, a day of reck- oning must surely come. The ground water sources all around San Francisco Bay will naturally be devoted more and more to irrigation and manufacturing as time goes on. This is the common experience. Such use has already begun and is actively increasing all around the nearly level plain bordering San Francisco Bay. The factory needing water for industrial purposes can take more chances on over-pumping and the drawing in of salt water than can the municipality supplying water for drinking and steam generation ; and as a matter of law and procedure it will probably be found impossible to define any channels for the percolating waters such as would prevent future establishments located anywhere around the bay from sinking wells and pumping these wells all they like. This will surely detract from the supply available for domestic purposes. (67) With reference to the Niles Cone region. I have had called to my attention a printed copy of a report made by a special committee of the Merchants' Exchange of Oakland on December 5, 1905, relative to the injury alleged caused by the d.version of the waters of Alameda Creek from Niles Cone and I have been informed that the Spring Valley Company was prevented from withdrawing waters from lands which it had purchased near the Bay shore at Ravenswood on which it had sunk deep wells which it soon quit pumping because of injury found or expected to occur to the sources used for the supply of communities in the vicinity of Palo Alto ; and that in recent decisions the courts have plainly stated the rule that while a farmer or manufacturer could pump as deeply as he liked for 80 SMALL INCREASE IN FUTURE YIELD FROM PRESENT SOURCES water to be used on his own premises, although it might lower Cone, with much increase from year to year, and for pollution the local water table below the bottom of his neighbor's well, of Lake Merced and for some present wells being made brack- he could not be permitted to thus pump water to be taken away ish by over-pumping, it appears certain that the future supply in pipes to supply some other locality. which must be brought into this district from a distance should A precise determination of the quantity of water suitable ^^ f^'^^ ''OO million gallons daily, and if 500 million gallons for domestic supply that may be depended upon in the long ^^^''^ '^ available in the upper Tuolumne River above the future from the Bay Shore gravels, is thus an extremely difll- '^^"^ '''^' "°^ proposed the city should make certain of securing cult matter to determine. It is hard to tell how fast this great '^'^ quantity against future needs. underground reservoir is becoming emptied, or how soon a back Fortunately we find proof that this requirement can be met flow of salt or brackish water will be sucked in with the present from the surplus run-off of Hetch Hetchy, Eleanor and Cherry great increase of pumping and deepening of draft from year throughout the dryest years ever yet known, to year. „ 1 IT'. ^ ... New Studies Upon Yield of Present Sources Present and Future Quantity /-z:Q\r-i-- 11 rir (69) In order to make the most definite answer possible (do; ror obtammg a rough idea of the future . , • i ■ i i- i to some of the questions raised in the preceding paragraptis, yield of the present sources we may note that ^^^^^^j investigations have been in progress under my advice the Spring Valley Company from its penin- j^J suggestion during the past year. This work was of such sula sources now supplies not far from. . . a complicated character that after conference it was subdivided 20 to 23 mil. gals, day and the parts assigned to several experts familiar with the local From its underground sources at Sunol and conditions. Pleasanton not far from . . . . 1 5 to 1 7 mil. gals, day (a) Beginning nearest San Francisco and proceeding The Peoples Water Company supplies from its around the bay, the estimation of the quantity available in the Lake Chabot system and from its wells in future from the sources on the western slope of the peninsula, the Bay Shore gravels a total of 20 mil. gals, day comprising principally San Gregorio and Pescadero Creeks, a present total of about 60 mil. gals, day vvas assigned to Mr. C. E. Grunsky. This has been nearly The above comprises all furnished by the principal water completed, supply corporations, but all over the districts are various small (b) The investigation of the amount at present derived supplies obtained by pumping from wells driven into pervious from the various sources (chiefly ground water) south of the substrata, mostly of limited capacity. San Francisco county line ; also the problem of estimating the The reports of Mr. J. H. Dockweiler and of Prof. Marx additional quantity that might be derived from these sources (see paragraphs (b), (d), (e) following), go into this mat- i" future and the extent to which they would probably be ter very fully, particularly that of Mr. Dockweiler, and may drawn upon for agricultural and domestic supply, was assigned be referred to for further information. t° Professor Marx. Work on this was interrupted but suffi- cient for the present needs has been collected and will be In brief, it may be said that the quantities of water avail- ci j a j i able from such sources are limited and apparently will all be 1 J r 1 1 • .1, f > .„„ (c) An investigation of the yield of the Alameda Creek and needed for local use in the near future. . . the various Livermore Valley sources tributary to the Spring Some additional water can without doubt be secured without , , ,, ^ ■ • i i ■. c i -lU i.- i c . 1 1 1 T Valley Company s intake at Dunol, with particular reference material injury to the farmers of the Niles Cone by building . . , . . i- l jj-i- i i. u l j • j r uijuij. yj . to the extent to which additional water could be derived from the Calaveras, San Antonio and Valle dams, but just how . . r ^ ■ j ,. \/i n ■} \yr■^v t ' . them in future, was assigned to Mr. Cyril Williams, Jr. much I am as yet unable to determine and the amount appears to depend in part upon legal considerations. I am led to This has been substantially completed. A preliminary copy believe it certain that in the long run the aggregate yield of has been given to the Spring Valley Water Company. In good water from all sources now in use, notwithstanding new final form this will be filed on August I. dams be built upstream from Lake Chabot and new reservoirs j^ ^^^^ connection I desire to record my appreciation of the created at Antonio and Valle will become decreased rather ^^^^^^^^ ^^ ^^^ ^^^j^,^ ^^ j,^^ gp^j^^ y^jj^^ ^^^^^ ^^^ than increased. pany in rendering to me and to those working with me for the When due allowance is made for the future increased use city the opportunity to examine their records and I desire to of the local ground-water sources in the Bay shore gravels acknowledge the promptness with which they have supplied for irrigation by pumping, as is already being done on the Niles the data that I have asked for. 81 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO (d) A determination of the quantity at present derived from the sources controlled by the People's Water Company, for the supply of Berkeley, Alameda, Oakland and the various smaller adjacent communities; also the problem of the present and future dependable yield that could be derived by pumping wells driven deeply into the gravel strata easterly from the shore of San Francisco Bay, was assigned to Mr. J. H. Dock- weiler. The report on this was filed July 15. (e) Mr. Dockweiler was also requested to obtain any re- liable information for showing any progressive lowering of the plane of saturation, under the agricultural districts of the Niles Cone. This will be filed on August 1 . An abstract of his conclusions is attached hereto in Appendix No. 5. Progress in Studying Present Sources (70) A recomputation of the Spring Valley Company's estimates of discharge of Calaveras and Alameda Creeks has been in progress for some weeks past under Prof. Charles Gil- man Hyde, with the collaboration of Prof. C. D. Marx and Mr. C. E. Grunsky in the effort to obtain, if possible, greater accuracy. No good reason appears why these gaugings could not have been made accurate from the start in December, ] 889, but they were taken under conditions of shallow ir- regular channels, drowned weirs and uncertain gauge points and too infrequent observation in times of flood, and then computed by a formula designed for ideal conditions. It was plain that the few years of the Calaveras record from half the watershed did not show a reasonable relation to the Sunol and Niles records from the whole watershed, nor to the few years of apparently careful measurements made further up- stream on the Calaveras catchment by Mr. Edwin S. Duryea, Jr. The U. S. Geological Survey years ago had criticised the record. On the disclosure of these facts by the report of Mr. Cyril Williams, Jr., I recommended that the record be re-examined in the hope of obtaining greater precision in the discharge measurements. I regret that the results so far found hardly justify the effort and that tests on a model one-twentieth the actual size recently made for the Spring Valley Company, results of which were very kindly communicated to the city's investigators, are not conclusive as to the retarding effect of the rough rocky bed, the underbrush and the strong flood eddies induced by the up- stream bend which give cross currents over the weir, and all absorb energy tending to lessen its discharge. Therefore, although it is my personal belief that the record as It stands is too large, I am disposed to accept it at face value rather than counsel expenditure of more time and ex- pense on this particular investigation. Meanwhile the 30 per cent reduction estimated in the U. S. Geological Survey publication (W. S. No. 81), may be taken as a standoff for the larger flows indicated by the small model, and whichever set of values within this range is accepted will not in my judg- ment affect to a material extent the conclusion as to the date when the city must seek a new source for reasons that are set forth later. (71) In Appendix No. 4 I attach a few photographic views which exhibit the unfavorable conditions for an accu- rate measurement of this discharge and discuss the conditions more at length in order to emphasize the fact that the estimates of the discharge of Alameda Creek rest upon an uncertain basis and that one must discount the doubtful quantities when planning so important a matter as water supply. Investigations Confirm Early Need of Large New Supply Each of the above investigations has already progressed far enough to indicate that their results will not change the con- clusions that have been previously stated, to wit: That after making due allowance for the future yield of all of the near-by sources, there will have to be brought to the district from some source at or beyond the San Joaquin River and before the close of the century, an additional supply of at least 400 million gallons daily. I am led to believe that these reports, particularly those by Mr. Dockweiler and Mr. Williams, together with facts that I have gathered independently, demonstrate beyond a doubt, that neither the Spring Valley Water Company nor the People's Water Company has reserves of so great an extent as its officers had confidently believed and have claimed in many of their pub- lished statements. Stating substantially the same fact in an- other way, there is so much of vagueness and uncertainty in their data, so much of hope, so little of reliable, dependable fact as to yield, particularly of the subterranean sources, that the cities must have the benefit of the doubts in matters so vital as domestic water supply. My personal review of the various data upon yield of the Alameda sources, is substantially completed, but held open for some additional information promised soon and will be sub- mitted to the Advisory Board of Army Engineers on August 1st. Investigation of the Irrigation Needs Turlock and Modesto Districts (72) In order to satisfy any doubts as to the quantity that the irrigation districts might be able to put to beneficial use under a more intensive agricultural development or by an in- crease in the carrying capacity of their canals or by extending their respective areas to the broadest possible limits, a very painstaking investigation, already mentioned, has been carried 82 THE IRRIGATION PRIORITIES on during the past year by Mr. J. H. Dockweiler, Consult- ing Engineer, and a corps of assistants, the results of which are fully set forth in a volume of about 300 pages, placed on file with the Advisory Board of Army Engineers, appointed by authority of the President to assist the Secretary of the In- terior in this investigation. These mvestigations make it plain that the districts now comprise substantially all of the arable land lying between the shores of the Stanislaus River on the north and the Mer- ced River on the South, the rough foot-hill country on the east and the swamp lands of the San Joaquin River on the west, and that they thus contain broad areas that naturally should have looked to the Stanislaus and the Merced River for their irrigation supply and that there is no important area of irrigable land remaining which should naturally look to the upper Tuolumne River. The Actual Use Found Smaller Than Recorded Priorities (73) It is found that the greatest volume of water ever yet diverted, regardless of beneficial use, is much smaller than the recorded priorities, and that the use of this water has been excessive and in much of the territory so excessive as to tend to permanently injure the land so that drainage works for pumping off the surplus water are already being planned. It is found that the Modesto Irrigation District has already constructed a reservoir along its canals by which it is enabled to accumulate and store water from its priority on days and sea- sons when this is not needed for agriculture and that the capacity of this reservoir is capable of much further increase at moderate cost. It is found that the Turlock Irrigation District has simi- lar reservoirs planned. In brief, the result is to show that the proposed diversion by the city of all that it may in future re- quire even up to 500 million gallons daily, would not injure these irrigation districts and need not interfere with their priorities in the slightest degree. Water meters and other gauging de- vices can be easily provided and maintained by which the re- lease of the lawful priority can at all times be simply adjusted. City's Storage Sometimes Helpful to Irrigators (74) On the other hand, the city could often be of great assistance to these districts in seasons when the spring flow of the Tuolumne River is small by reason of scant storage of water in form of snow in the high mountains, by releasing some mod- erate quantity of water from its storage held over from a previous year of bountiful flow. This could be done with prudence, often during the next thirty or forty years, before the city reaches the need for a second pipe across the San Joaquin Valley. From the mountain reservoir in which the reserve against drought is held for Denver, such a release of water for farm- ers has several times been made, greatly to their benefit, but without charge or price, lest a servitude might be im- posed that might prove of injury to the city's need at some future time after its consumption of water for domestic purposes has in- creased. Additional Supply That the Spring Valley Water Company Could Deliver (75) Among the properties owned by the Spring Valley Water Company and held to be available for development for supplying future demands of the city, I am led to beheve that the only one now of importance permitting delay in going to the mountains is Alameda Creek, which has already been drawn on to the extent of about seventeen million gallons per day, and which it is confidently believed by the former Chief Engineer of the Spring Valley Company could be made to yield a total of about 1 00 million gallons per day additional. Several engineers have tried to figure out from very scant data just how much water these 623 square miles above the Sunol dam could be made to yield. The elaborately worked results are speculative, and one can reach quite as reliable an estimate by simple common-sense methods as by many pages of deduction from data which are exceedingly scant and uncertain in all respects save that there is available a tolerably reliable record of actual daily gaugings of the discharge at the outlet of the valley in the Niles Canyon, which discharge in state of nature varies from almost zero to a mighty flood. The uncertainty in the estimates of quantity available to the city comes from the wide range of this flow of water through the Niles Canyon, and from difference of opinion about how much of the great floods of 1 892-3 could have been put into storage and slowly drawn off five or ten years later during the years of small rainfall from 1897 to 1902; Mr. Schussler and some others apparently reckoning (most absurdly, it seems to me) that by soaking these floods into a large bed of low- pumped gravel they could be almost wholly conserved and saved for the city's use. The Spring Valley Company's Gaugings (76) The Spring Valley Company for 23 years past has maintained a series of daily gaugings of the quantity flowing from above its dams in the Niles Canyon. The quantity year by year for most of the term is in a record that has been sworn to in court by Mr. Schussler in 1 906. It is also given in modified form and lessened by correction of supposed errors in the report on the water resources of California (Paper 81 ), published by the U. S. Geological Survey prepared by Mr. J. B. Lippincott. In the early years its gaugings of the great 83 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO rush of water in time of flood were particularly crude, and in recent years and up to the present time they fall far short of what is desirable in such an important stream. Nevertheless, they are vastly better than no stream gaugmgs at all, and better than making the most elaborate deduction from conjectural distributions of the rainfall m this region of peculiar topog- raphy and peculiar rainfall and then guessing at the per cent, of it which might be saved. DISCHARGE OF ALAMEDA CREEK AT NILES OR SUNOL AS COMPUTED BY THE SPRING VALLEY WATER CO. Seasonal year Nov. I to Oct. 30 until 1904, thence from July 1 to June 30. (The first year's record includes only I 1 months.) Quan- tities in million gallons. Mean 1 Mean Year. Total. Daily, j Year. Total. 32,102 Daily. 1889-90 156,148 427. 1900-01 87.7 1890-91 35,125 96.2 1901-02 19,717 59.3 1891-92 19,051 52.2 I 1902-03 23.500 64.4 1892-93 102,676 281. 1 1903-04 36,731 100.7 1893-94 55,155 151. 1 1904-05 20,254 55.4 1894-95 81,127 224. 1 1905-06 63,164 173.0 1895-96 37,232 115. i 1906-07 102,917 282. 1896-97 63,472 174. I 1907-08 21,189 58. 1897-98 3,612* 10.2 1 1908-09 83,989 230. 1898-99 24,849 68.1 1909-10 33,949 97. 1899-00 18,158 49.7 ! 1910-11 74,852 210. j 1 ___ JL ' I ^Corrected for misplaced decimal: Average fcr 19 years, 1889-1908, 131.5 million gallons daily. Average driest year, 1887-1888, 10.2 million gallons daily. Average driest 2 years, 1887-1889, 39.2 million gallons daily. Average driest 3 years, 1887-1890, 43. million gallons daily. Average driest 4 years, 1887-1891, 54. million gallons daily. Average driest 6 years, 1887-1893, 56.6 million gallons daily. Average driest 8 years, 1887-1895, 62. million gallons daily. The official records of these daily gaugings form the basis of the estimates by the former Chief Engineer of the Spring Valley Company and by most of the other engineers, including myself, and like Mr. Schussler and others I have finally taken the rec- ord at face value, although I believe it gives too large a flow for reasons which I have stated on a previous page, paragraph (70), and with more detail in Appendix No. 4. For conserving these flood waters Mr. Schussler plans to build the three great storage reservoirs at Calaveras, Antonio and Valle, which have a little less than half of the whole catchment area above them, and for the additional storage needful he relies upon the pore space in the vast beds of gravel, cubic miles in extent, which fill the Livermore Valley, as explained by Pro- fessor Branner, whose conclusions on the geology I fully accept. The estimate of Mr. Schussler that about 119 millions a day could be taken hence to San Francisco, in effect assumes to store and take away substantially every gallon that would have flowed down the Niles Canyon during a period of about twenty years, a theoretic result which is most utterly impossible in practice for several reasons. Some Optimistic Estimiates of the Spring Valley Company's Reserves for Future Growth (77) This Spring Valley estimate simply sums up every gallon that the records show to have been discharged down the Niles Canyon past the Company's dam during the nineteen years (which was 918 billion gallons), and dividing this by nineteen years and by 365 days per year, finds an average of. 132.2 mil. gals, daily. From this he deducts as probable waste in the wet season, 1 888-89, an amount which, if spread over the nineteen years, lessens the daily average by 7.2 mil. gals, daily, but makes no deduction whatever for waste during the following 1 8 years. For evaporation from the three proposed reservoirs, Calaveras, Antonio and Valle, he deducts 5.1 mil. gals, daily. The remainder is his estimate of the amount available to the city 1 20. mil. gals, daily, of which amount there is now being di- verted about 17. mih gals, daily. This method of computation thus shows an additional diversion possible of.. 103. mil. gals, daily. But the data used in the above method of estimation need cor- rection. Errors in Spring Valley Records of Flow at Niles Canyon Mr. Williams' review discovered one mistake of a decimal point and certain minor mistakes which lessen the Spring Val- ley Company's record of Sunol runofl^ in the driest year by about 14 mil. gals, daily. Taking the evaporation net loss at 50 mches depth, which I believe possible under the California sun and the temperature prevailing at these reservoirs summer and winter, and supposing the reservoirs average three-fourths full, gives an average evaporation loss throughout the year of 8.4 mil. gals, daily, which exceeds Mr. Schussler's estimate by 3.4 mil. gals, daily, so that the corrected quantity, instead of 103, would stand 99 mil. gals, daily, as a corrected Spring Valley Company's estimate of the possible ultimate develop- ment of the sources which it owns and holds in reserve to sup- ply the future growth, and if the evaporation loss is taken as large as the records of height, inflow and draft at the Crystal Sprmgs Reservoir appear to demonstrate the figure would be reduced to almost precisely 1 00 million gallons per day. 84 OVER-ESTIMATES OF YIELD OF ALAMEDA CREEK (78) Further corrections are presented by J. B. Lippincott in the pubhcation by the United States Geological Survey, en- titled Cahfornia Hydrography, Water Supply Paper No. 81, 1903. His records of flow of Alameda Creek were based primarily on testimony given in the suit of Clough vs. Crystal Sprmgs Water Company, involving diversion rights from Ala- m.eda Creek, tried in the autumn of 1901. In the report referred to Mr. Lippincott states that the large flood measurements previously computed and presented by the Spring Valley Company, contain considerable elements of error, but these measurements which he regarded as erroneous are the same as still used in Mr. Schussler's report. Mr. Lip- pincott, on behalf of the Geological Survey, corrected the rec- ord £0 far as he could and the following table gives in brief- est possible form the correction, which applies principally to the months of large flow and to large depths wasting over the dam. As a whole Mr. Lippincott's corrected quantities for the flood months are only about two-thirds of the quantities given by the Spring Valley Water Company : TOTAL DISCHARGE FOR THE YEAR. S. V. Co. U.S. G. S, Dec, 1889, lo Oct., 1890, inclusive. . ..156,148 95,881 Dec, 1890, to Oct., 1891, inclusive. . .. 35,125 26,597 Dec, 1891, to Oct., 1892. inclusive. . .. 19,051 1 6.946 Dec, 1894, to Oct., 1895, inclusive . . .. 81,827 58,383 Dec, 1895, to Oct., 1896, inclusive. . .. 37,232 27,344 Dec, 1896, to Oct., 1897, inclusive. . . . 63,472 43,357 Dec, 1898, to Oct., 1899, inclusive . . Dec, 1899, Average to Oct., 1900, inclusive. . .. 18,158 411,013 i 5,039 283,547 / .. 58.700 40.500= This at least indicates that the Spring Valley Company's table of gau.2;mgs as presented is a weak foundation on which to build up estimates of the additional quantity of water avail- able in this source for meeting the growth of the city. The records in question were more fresh by ten years when Mr. Lippincott examined them than they are today and the crest of the dam has since been rebuilt and I am told the water height measurer has since died. There were no gauges. This correction of Mr. Lippincott's very materially lessens the quantity deduced by Mr. Schussler and lessens the com- puted flow available for diversion to the city in the three-year and eight-year periods noted elsewhere in this report. I have no positive proof that Mr. Lippincott's correction was precisely correct. My opinion from studying the photo- graphs and measurements and visiting the spot, and from many years' experience with the vagaries of weir measurements and obstructed channels is that there should be some such reduction as that made by Mr. Lippincott. Subsequent to 1 900 the measurements were made over the new Niles dam where they are not subject to the same dis- turbing conditions and are probably more accurate, but still unreliable in extreme floods. Deductions for Local Use (79) But other possible deductions must be made when considering the supply available for San Francisco in future. The local use for the towns of Livermore and Pleasanton and for local factories may be increased. Mr. Schussler makes no allowance for this. How much this town and factory use may be in future is conjectural. Plainly they possess the adverse right. Of more importance is the probable increase of pumping from the gravels for irrigation and more intensive farming within the Livermore and Pleasanton Valleys. Whatever is thus taken and evaporated in plant growth will not be availa- ble lo the city. The level valley floor contains upward of 60 square miles, and in addition there are say twenty square miles of foothills probably suitable for agriculture with irrigation. Each square mile irrigated with the minimum depth that we have assumed for Modesto, namely, a water "duty" of two feet of net depth applied to the area farmed would call for 5280 X 5280 x 748 x 2 ft. 365 days. 1.14 million gallons daily. It is easy to see that an awakening to intensive farming might absorb a very large part of the possible annual catchment of the underground gravel reservoir within the Livermore and Pleasanton Valleys. The Soil Survey of the Livermore area, California, published last year in pamphlet form by the U. S. Department of Agriculture, is of interest in showing that much of this soil would be responsive to irrigation. But apart from all such questions of increased local use, it can be easily shown, as follows, that ihe accuracy of Mr. Schussler's estimate is impossible. Impossibility of Conserving All the Alameda Flood Flow (80) It is mechanically impossible to store all the torren- tial floods of the year 1 892-93, for example, and carry their waters in storage for five to ten years, and slowly deal them out during the dry years from 1897 to 1903, as would be required to keep up Mr. Schussler's estimate of daily outflow. It is impossible to find sufficient storage space either in reser- voirs above ground or available in the pore space underground in the gravel beds. On half the total catchment area (fortun- ately the least prolific half) there are no practical sites for stor- age reservoirs, and in the matter of underground storage, it is a fact shown by the Company's records that the floods come with such a rush that the gravels at the head of the Livermore 85 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Valley cannot possibly drink the flood water all in. Much of it must necessarily continue to waste over the dam in the Niles Canyon. Under natural conditions the outflow from these 623 square miles above the Niles Canyon shrinks to almost nothing during August, September and October of the ordinary year, but on the day following a very heavy rain the waste of water comes down thru the Niles Canyon with a rush, and probably it always will. The records show that after each flood the discharge soon shrinks. A typical case is plotted in the diagram on the oppo- site page. The present diversion, which varies from 8 to 1 7 million gallons daily at different seasons, is secured by draining the sands or gravels of the Sunol Valley and by pumping from the porous sands and gravels at Pleasanton, but there is plainly a limit to this process, and at the Sunol filter gallery, so far as I can learn, the limit has been already reached. For the proposed new territory to be exploited, I find some reason for believing that this limit of underground storage and diversion will be reached when the six millions now pumped at Pleas- anton have been duplicated by another pumping station and another Hne of wells farther up the valley. Great Storage from Gravel Beds Impracticable (81) Mr. Schussler, Mr. Mulholland, Mr. Lippincott and others appear to figure out that by first pumping down the wa- ter level in the gravels upstream from Pleasanton a storage space can be provided sufficient to absorb and drink down all floods as they pass, and that this subterranean storage could be pumped out and delivered to the city whenever needed. This may look plausible at first view, but I cannot believe it "practicable after studying the records and going over the ground. There are three obstacles: The records show that the water comes with such a rush that it does not and cannot possibly all soak in. Today the gravels at the head of the valley, which is where the greatest and most porous beds all lie, are drained low before the flood season begins. Altho the valley floor looks level to the eye, it is, in fact, sloping at the rate of 20 or 25 feet per mile, so that the upper easterly end of the broad gravel intakes of the Valle and Mocho Creek beds is tipped up some 300 feet above the outlet near Laguna Creek, and a plotting of the Spring Valley Company's daily records shows that long before au- tumn, whatever storage came into these upper gravel beds dur- ing the flood has drained out down to the level of this oudet. This is proved by the low rate of flow in Laguna and Ala- meda Creeks thru the summer and early autumn. The accom- panying plotting of the flow from December, 1 906, to June, 1907, is a good illustration of what happens. Rapid Response to Rain Proves the Limited Storage Capacity (82) The rapid rise in the flow past the Sunol dam after a heavy rainfall proves the incapacity of the gravel beds at the head of the Livermore Valley to drink in a flood flow be- yond certain moderate limits, notwithstanding the mouth of the underground reservoir has become emptied both by natural drainage and by pumping from the gravels at Pleasanton or Livermore. The geological sections show that by far the greater portion of the level valley floor is covered by a deep, impervious clay cap and the porous intake exists only at the upper end. The many records of well borings industriously compiled by Mr. Cyril Williams, Jr., from the log books of the men who have drilled them, prove that the valley is largely filled with impervious material, and that the pervious gravels and sands lie in pockets or kidneys communicating to a certain ex- tent with one another, but with a vast proportion of impervious pore-filled ground, which has no available storage capacity, surrounding the gravel pockets and gravel channels. I present a few of these sections on the following pages. It is purely conjectural for one to figure out the extent of this pore-space storage which can be made practically available, and in every winter flood we have proof positive that the rush of water does not soak into the beds of gravel at the head of the Livermore Valley, which were drained out during the pre- ceding summer. Well Drillers' Logs Under-Estimate Clay Mixed in Gravel Commonly the log or record of a well driller fails to take proper account of the proportion of fine sand or clay that is mixed in with the coarser material which he classes as gravel. This fine material is largely carried off in suspension in the turbid water poured out from the sand bucket or flushed over the edge of the tub in which he collects his samples. In borings for the Boston and New York water works it is only by special precautions and use of a flocculant that it has been found possi- ble to retain and measure these finer particles. 86 NON-ABSORPTION OF LIVERMORE GRAVELS 87 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The Deep Gravels Probably Largely Impervious (83) While I do not for a moment question the conclusions of Professor Branner, that a great depression of the bedrock has occurred, more than a thousand feet deep over the area of the Livermore Valley, and that this space has been filled irregularly with gravel, sand and clay, it is, I believe, a matter of common sense that the pore spaces within the deeper parts of this gravel down to the depth that could be profitably pumped, are not availabh for quick absorption and quick delivery in a way that permits any such development of underground storage as has been figured out by Messrs. Schussler MulhoUand, Lippincott and others. The term "gravel" as used by a geologist does not necesasrily mean a porous substance. To him it is still "gravel" after its pores are filled. Filtering Turbid Water Clogs the Pores (84) When for more than a thousand years turbid waters have sunk in at the upper end of the valley and have come out filtered and clear at the lower end of the valley beneath the clay cap, such finer particles as caused the turbidity of the water entering this filter must have become lodged ii. the deep pores, nor can it be urged thoughtfully that the thin skin of silt depos- ited over the gravel during the relreating stages of a flood and which is perhaps scoured off and washed out to sea by the crest of the next succeeding flood, performs all the act of filtering and that the filter becomes thus automatically cleaned and renewed year by year without clogging the deep gravels, for if any such great proportion of the flood discharge as is supposed by Mr. Schussler and his associates were to be retained in storage beneath the Livermore and Pleasanton plains after there had been a vacancy previously pumped out to receive it, where would this skin of silt be washed to if none of the water reached the sea? The many logs of borings collected by Mr. Williams prove conclusively that most of the bulk of the valley refill is imperv- ious and that, as any one would expect who has studied the formation of delta cones where clay abounds, these gravels lie in very irregular pockets. Prof. Branner also reaches this con- clusion. A city cannot base its providing for future water supply on matters so largely conjectural as the possibility of storing and promptly reclaiming any large additional amount of these Ala- meda flood waters underground. Possibilities of Surface Storage (85) As previously stated it is possible to build three large surface reservoirs on Calaveras, Antonio and Valle creeks at the lower end of about one-half of the entire catchment area, and this the most prolific half of the 623 square miles. After repeated inspection I regard each of the three dam sites as feasible for dams of almost any height that a mass-curve study of the creek discharge shall show desirable. Unfortunately for present purposes, we have no dependable information upon the discharge of either one of these creeks. In spite of its many years of ownership the Spring Valley Company never has kept any good records of rainfall or of continuous run-off gaugings m these valleys. This would have been a simple and inexpensive matter by means of weirs and recording clock stream gauges and clock rain gauges, which need be visited but once a week or once a fortnight. (86) The distribution of the rainfall is so variable and so much affected by the circulation of the air currents over these projecting spurs of the Coast Range that it is largely conjec- tural what average depth of rain falls in each valley and what percentage of it escapes evaporation and runs down the stream. Although there may be artesian water at the north edge of the valley refill from the vast deposits of pliocene gravels shown by Professor Branner's researches, the source of such water must plainly be the rain within the watershed area measured on the topographic maps. Lack of Run-off Data for Surface Reservoirs (87) While it is easy to figure out how much the daily delivery would be from a ten-billion gallon reservoir if dis- charged at a uniform rate during one thousand days, we have no certam data as to how many years would be required to fill it or to refill it, and, for example, we have no means of accu- rately determining what would be left in the case of the Valle Reservoir after the evaporation losses. How far it will pay to go in building the Antonio and the Valle reservoirs depends on data never yet obtained. In the case of the Calaveras Reservoir there were some crude gaugings kept for a number of years which are plainly erroneous and out of all reasonable proportion to the simultaneous gauginps at Sunol, but disre- garding these gaugings it appears so plain from the exposure of this catchment on the slopes of Mt. Hamilton to the vapor- laden winds and from its relatively large area that there is little doubt about the advisability of incurring the expense of building it when its value as a reserve near the city is also taken account of if one may assume, as I do, that the water from the upper 45 square miles will not be taken away. (See page 95.) 88 s a lO fO rO hO LONG PERIODS OF SCANT RUN-OFF Some Long Periods of Small Alameda Flow (88) Returning again to the Spring Val- ley Company's records of the total run-off through the Niles Canyon in its pipes and down the stream bed, and taking these figures at face value, although I believe them too large, we note that the total average run-off measured during the year 1897-98 was for the seasonal year only 10.1 mil. gals, daily, from which there would have to be deducted for evaporation had the three reservoirs been in use and three-fourths full, 8 or possible . 1 mil. gals, daily, leaving practically nothing to flow down the stream mil. gals, daily. The 1 7 million gallons taken then must come from the underground storage. If every gallon had been held back during three consecutive years 1897 to 1900, and allowing as before, 8 million gallons daily for evaporation losses, would give from the entire 623 square miles only 35 mil. gals, daily. Again, taking the eight consecutive years from 1897 to 1905, if every gallon shown by the Spring Valley Company's records to have passed its Sunol gatehouse and dam during this period could have been stored and dealt out at a uniform rate, the total constant quantity without deduction for either evaporation or increased local use, would have been only 62 mil. gals, daily, but evaporation must be taken account of, which would reduce the average to 54 mil. gals, daily, and beyond this increased local use must surely be allowed, for it is inconceivable that it would have been practicable to have held back every gallon during these eight years by any prac- ticable means. (89) I am inclined to believe that if every gallon could be thus held back and diverted from passing down the Niles Cone during so long a period as eight consecutive years, the farmers of the Niles Cone would have trouble. This might be quite as much due to their own excessive pumping in years of small rainfall, but doutbless they would attribute any shortage to the holding back of water for the city, and bitter controversies and petitions for injunction against the diversion of everything from above the canyon to San Francisco would probably follow. Therefore the question of how far can additional diversion from the Livermore Valley and Alameda Creek be relied upon for supplying the growth of the city is quite as much for lawyers as for engineers. (90) Much complaint and controversy and litigation has been had in the past over the diversions, already made by the Spring Valley Company, of water which otherwise would have flowed out through the canyon and have contributed to replen- ishing the water pumped from the saturated sands and gravels of the Niles Cone. Present and Future Depletion of Ground Water in Niles Cone (91) After reviewing the data thus far collected by Mr. Dockweiler as to the height of the ground water over various sections of the Niles Cone, I am led to believe that the farmers are mistaken about very large depletion or lowering of the water table having already occurred as the result of the Spring Valley Company's diversion, but I am confident that if the diversion were to be so complete as assumed in the estimates of Mr. Schussler and those who agree substantially with him in methods and results of computing the yield, there would be a serious depletion. A visit to this region makes it plain that the local use of water for irrigation is very rapidly increasing, and that the region will doubtless before many years need more water than it can possibly receive both from its rainfall, averaging 1 8 inches, and from whatever floods might come under natural conditions down the Niles Canyon and soak into the broad area of gravel near the mouth of the canyon and thence spread out beneath the clay cap and replenish the saturated sands from which the farmers' irrigation pumps draw. At present only a fraction of all this area has been brought under intensive farming and irrigation, and the present pumps thus have the opportunity to collect water naturally appurtenant to a much larger area than is possessed by the owners of the wells, and perhaps the same is true on the Hayward Cone, and on other of the level lands around the head of the Bay, which have no such supplies from the back country as comes down Alameda Creek to the Niles Cone. A study of the geology and a review of the lay of the land proves that this water cannot come from a distance. Source of the Ground Water (92) It is plain beyond all doubt or question that the only source of these underground waters is the rainfall on the ground above, supplemented by whatever water comes down creeks from the back country during the rainy season. The Niles Cone is more fortunate than the other broad areas of arable land around the head of San Francisco Bay in having its direct rainfall supplemented by the periodic flushes of water from the 623 square miles drained by Alameda Creek. 91 THE HETCH HETCHY WATER SUPPLY TOR SAN FRANCISCO i \ '^■^ • ■■.:*'*'> '^&:fY^^^ ■, '.:/■' ' ■• ^^^'■■^ - 1 ■'^ , . X. ' ; * ^^M;:.: -. :'^ m;.'. r I ^¥ r .-.■^ Jm ^ rT m '> '•,,-'?! i>;. W ^.^i^ i[firT-fiii(TTiiai[^ r'p— ■'. i m^. ^MtmM 700 GALLONS PER MINUTE PUMPED FROM 8-lNCH WELL. Equivalent to one million gallons in 24 hours, if kept up. Only 25 million gallons pumped during season, which is equivalent to a uniform draft of only 0.068 million gallons per 24 hours. A WELL ON THE BELL RANCH, DECOTO, CAL. About four miles northwesterly from apex of Niles Cone. One hun- dred and eighty-five acres in garden truck. '"' J'S' ^ , '■'■t^^''^' '^ 1f» ~ few" IRRIGATING SCENE, CALIFORNIA NURSERY COMPANY, NILES. Six hundred acres near apex of the underflow, uses over I 50 million gallons annually, about one-third of which comes from Spring Valley pipes. IRRIGATING TOMATOES, BELL RANCH, DECOTO, CAL. One hundred and eighty-five acres in truck products. FIFTY-ACRE STRAWBERRY FARM, NILES. Established in 1911. IRRIGATING A FIFTY-ACRE STRAWBERRY FIELD NEAR NILES. Gross valuue of crop said to be over $50,000 annually. 92 THE CROWING USE OF NlLES CONE CROUND WATER IRRIGATING ALFALFA, GREGORY FIANCH, DECOTO, CAL. About four miles northwesterly from apex of Niles Cone. AT THE PUMPING PLANT OF THE NILES STRAW- BERRY FARM. Fifteen-horsepower electric motor; 700 gallons per minute. -^ . ^ ,., : M*»^'»««-*» .'«*'i^llfiBBB '■' .'f ■ - ■■"'-■: ■.'"'.•-■'';": ' :Xy^:-., ,•;,;• , . , ■ ■■ [/-."^ ' ii^ %^^^:Wmy-M. 1 ^^m BKj^yjfcT'^^B ?;^^ir^-5r^ ^^ THE BART BROWN WELL, ARDEN, NEAR NEWARK, ON THE SOUTHWESTERN MARGIN OF THE NILES '^'^^^- . . . IRRIGATING YOUNG APRICOT TREES, CALIFORNIA Pumping ground water from well for the irrigation of an alfalfa NURSERY, NEAR NILES field. ' . . ; ]1 July I. 1912. 93 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The Niles Cone Needs This Water for Irrigation (93) I am told there is over 40,000 acres of arable land suitable for intensive farming, truck gardening and nurseries within the area known as the Niles Cone. If two feet "duty" or net depth of water per year over the surface of the land is required, which is the minimum we have assumed for Turlock and Modesto under a less intensive kind of farmmg, this would call for 40,000 acres x 43,560 square feet x 2 feet x 7.5 gal- lons=26 billion gallons per year, chiefly in the growing months. Some of this would reappear as seepage, less than one-third. Allow for this and spread the remainder over 365 days, as in water supply estimates, it will average nearly 47 million gal- lons per day required in addition to the rain which falls upon its own area. This makes it plain that for the fullest develop- ment the district will need to have its saturated substrata re- plenished from the natural flow down the Niles Canyon. In the litigation of Clough vs. Spring Valley it appears to have been proven that the gravels in the creek bed at the head of the cone could drink in at no higher rate than 30 million gallons daily, flows beyond this escaping over the clay cap to the sea. The creek flows above the 30 million gallon rate for only part of the year, and goes nearly dry after midsummer. So with no diversion whatever to San Francisco there would ultimately be a shortage for the farmers on the cone. These farmers now have their irrigation reservoir under- ground, the more progressive farmers are already drawing from it, and irrigation by pumping is increasing. On one large tract irrigation wells are being put down one to every 25 acres. This underground reservoir will surely become injured by the infil- tration of salt water if what is pumped out from year to year exceeds the quantity that is put in. The process of lowering ground water is slow when deal- ing with an area the size of the Niles Cone, and some time must elapse before the irrigable land will be all equipped with pumps, and whether the extension of pump draft for San Fran- cisco at Pleasanton and Livermore by the Spring Valley Com- pany or its successor in ownership, plus the further abstraction and diversion from the Calaveras, Antonio and Valle storage reservoirs, will cause injury to underground reservoir of the Niles Cone that will become sufficiently obvious to afford proof in court before the statute of limitations would protect the cor- poration in its diversion of a larger draft of water from above Sunol, it is hard to tell. As to the latter, I would call attention to Appendix No. 6, which the City Attorney has prepared at my request. Right to Percolating Water (94) I am told that there is the highest legal authority against depriving a land owner to his injury of the percolating waters which have been provided by nature and have slowly permeated the ground beneath his growing crops. That the water coming from the outflush of the Niles Canyon does percolate beneath the Niles Cone appears to be proved by the shape of the water contours found by plotting the well heights, which show plainly a general slope from the outlet of the canyon toward the sea. It is now well understood that the slope of a water table produces flow in the percolating waters and that percolating water runs down hill and in the direction of the steepest slope of the water table, very much as upon the surface. Ground Water Studies Needed (95) Plainly, it is important to consider all of these questions in connection with the future supply of both the San Francisco District and the Oakland District, which is supplied from wells at the outer edge of the Niles Cone. In order to answer the question precisely as to what are the additional water resources of the Bay shore gravels would require one or two years of observation similar to those recently made by the city of New York on Long Island, in which a great number of small driven well pipes, two inches in diameter, were put down along the public highways, cross-sectioning the area in various directions, and by means of these the natural ground water level should be observed week by week for one or two years. One observer equipped with a bicycle can observe a great number of wells in the course of a day. A most painstaking canvass has been made during the past three months for such information as could be found from existing wells, the results of which will be set forth in a report by Mr. Dockweiler, to be presented to the Advisory Board of Army Engineers on August 1 st. From my study of the advance sheets of this report on the Niles Cone, in connection with that on the People's Water Company sources and such other information as I have been able to collect, I am led to believe that taking a long look into the future, the quantity of water suitable for domestic supply, particularly to Oakland and the neighboring cities on the east side of the Bay, will grow smaller rather than larger, and that the additional quantity available to San Francisco from the Spring Valley sources cannot be reckoned prudently at more than 15 or 20 million gallons daily. I doubt if it will pay to do more than build the Calaveras Reservoir before proceeding with the construction toward the Hetch Hetchy, stopping per- haps a few years on the way at Antonio and Valle. The Calaveras Reservoir can conserve the flood waters which escape over the Niles Cone to the sea at times when the run-off of Alameda Creek is above 30 million gallons daily. 94 THE PRESENT WATER CONTOURS OF THE NILES CONE THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Adverse Rights on Headwaters of Alameda Creek (96) All the estimates of Alameda yield which I have seen presented by the Spring Valley Company fail to make any deduction for the possible utilization of water rights to the several creeks on the slope of Mt. Hamilton which enter the Calaveras and Valle reservoir sites, the water rights of which creeks with catchments aggregating 45 square miles, are understood to be in the adverse possession of the Union Water Company, the Bay Cities Company or the United Properties Company, with a view to their being utilized for the supply of the cities on the east side of the Bay. Personally, I doubt if the parties owning the water rights filed on these sources can find it profitable to build the dams and divert their waters because of large expense, small capacity and remoteness, therefore I judge they will probably continue available as a part of the Alameda source and tributary to the Calaveras reservoir. That the owners have a different view is indicated by the following letter forwarded me while revising the printers' proof sheets. THE UNITED PROPERTIES COMPANY OF CALIFORNIA. SAN FRANCISCO, July 27. 1912. Mr. J. H. Dockweiler, Consulting Engineer, Grant Building, San Fran- cisco. Cal. My Dear Sir: — In connection with the report on the water supply of the cities around the Bay of San Francisco, which I understand is now being made by John R. Freeman, Consulting Engineer, assisted by yourself, rumors have reached me that unfriendly interests are mak- ing representations that the Ml. Hamilton supply of the United Prop- erties Company, formerly known as the Mt. Hamilton supply of the Bay Cities Water Company, is a dead project and without any present value. I wish to deny all such reports and to say that this project, which contemplates the water supply of the cities on the east side of San Fran- cisco Bay from Isabel Creek. Smith Creek, Bonita Creek and the .Arroyo Valle. all on Mt. Hamilton, is still in full force; that the water rights have been and are now being kept up, in accordance with the laws of the State of California; that this Company has actual owner- ship of all such lands as are necessary for the full development of the water supply of these streams, and tirat we consider the project as valu- able, if not more so, than we did formerly, and. further, that we fully expect to develop these water rights and properties and to carry out our plan of furnishing water to the cities on the east side of the Bay of San Francisco in the near future. Very truly yours, (Signed) WILLIAM S. TEVIS, First Vice-President. While it is for lawyers and courts to settle these questions of water rights, the engineer can form a judgment from en- gineering and business conditions, and I still believe these waters will probably always continue tributary to the Calaveras res- ervoir. Other Spring Valley Sources (97) As to the other water resources of the Spring Valley Company, I am led to believe they are not of sufficient impor- tance to have any important bearing on the date of seeking a distant source like the Hetch Hetchy. Among these are the Ravenswood wells and the large areas of ground overlying por- ous gravels, bought years ago by the Spring Valley Company, on the southeast margins of the Bay. I am credibly informed that years ago when the company began pumping these wells an injurious effect was noted on wells and water supplies taken from the gravel near Palo Alto, so much so that suits and injunctions were threatened and the pumping was stopped and has never been resumed. The decision of the Supreme Court of California quoted in Appendix No. 6, appears to cover this situation fully, and to forbid that this source be reckoned available to the city of San Francisco. (98) As to the Pescadero and San Gregorio Creeks. These supplies are manifestly so small and the dam sites so expensive that I believe they have no bearing on the Hetch Hetchy ques- tion. I regard their diversion much as I do the diversion from the 45 square miles on Mt. Hamilton away from Calaveras already discussed. The gaugings of stream flow of Pescadero and San Gregorio are utterly insufficient to form a dependable basis for estimat- ing the quantity they could supply. The flood waters may come too fast for diversion and storage. Moreover, they will some day doubtless be needed for the growing communities on Half Moon Bay, which appear geo- graphically entitled to them. The fact that the Spring Valley turned its back on these sources years ago and incurred the large expense of the pipe to Niles and the filler gallery at Sunol appears to confirm this view. (99) With regard to the large areas owned by the Spring Valley Company near Alvarado, not far from the wells of the People's Water Company, it is plain that these are subject to substantially similar conditions as the wells of the People's Water Company. Moreover, if the Alameda flow were to be restrained above Sunol, the natural supply by infiltration to these wells would soon cease and salt water be drawn in if they were heavily pumped for a long term of years. A.hho the lowering of a ground water table along the fringe of the Niles Cone may be slow, it is none the less a certain process, if more be taken out than is put in. (See location, page 95.) Wherever serious uncertainty exists in data for estimating a source of additional water supply for a city the doubt should be construed in favor of safety. A factory can stop operation when its water supply fails ; a city cannot. 96 Sh4ALL PROMISE OF GREATER DRAFT FROM PRESENT SOURCES Conclusions Regarding Additional Supply From Present Sources The whole situation as I find it may be summed up in the following simple statements: ( 1 ) The only source of any particular account in providing more water for the future growth of San Francisco, owned by the Spring Valley Water Company, is whatever may now remain available in the Alameda Creek source. (2) Estimates presented by the Spring Valley Water Com- pany grossly over-estimate the quantity that could possibly be stored and taken from that source, regardless of all the adverse water rights and priorities of other parties. (3) The legal right to have about 30 million gallons daily of the Alameda water (so far as nature provides it) flow down through the Niles Canyon so that it may sink into the gravels of the Niles Cone for replenishing the underground storage beneath the cone, is apparently paramount and can be invoked to prevent anything like the complete diversion pro- posed by the Spring Valley Water Company. (4) Probably in time of floods there remains a surplus from the flow of Calaveras Creek over and above what can be absorbed by the Sunol gravels or the gravels of the Niles Cone, and which will waste into the sea unless conserved by some such reservoir as that proposed on Calaveras Creek. (5) It is possible, but by no means certain, that additional quantity sufficient to warrant the expense of impounding it can be obtained by building storage reservoirs upon San Antonio and the Arroyo Valle. (6) It is possible, but by no means certain, that the broad gravel deposits upstream from Pleasanton and Livermore can drink in and store enough of the flow from the various tribu- taries so that an additional line of wells, equal perhaps in yield to the Pleasanton wells, could be constructed near Pleasanton and Livermore, which being sunk deeply and provided with deep pumps, might supply an additional quantity equal to the present yield at Pleasanton, by exhausting the present accumu- lations of storage and relying upon the run-off of many wet years to supply the water pumped during a long series of dry years, but the amount that can be thus obtained will remain speculative until demonstrated by some years of use. As a whole, the additional quantity available from all the sources owned by the Spring Valley Company is probably no more than sufficient to supply the increasing demand until the proposed Hetch Hetchy works could be completed, if begun within the next three years. For the cities on the east side of San Francisco Bay the additional quantity that can be obtained from near-by sources is also speculative and perhaps may prove insufficient to supply the proper increasing demands of the communities until the Hetch Hetchy works could be built, if begun within three years. The court decisions presented in Appendix No. 6 also have an important bearing on the question of how much further the People's Water Company can go in diverting percolating water from the edge of the Niles Cone for use in Berkeley for example. Doubtless some increase could be had by immediately raising Lake Chabot in the manner that I have suggested, and thus conserving substantially all of the flood flow of San Leandro Creek, but this would not be enough to permit delaying the new source very long, and in view of the recent opinions of the California Supreme Court, set forth in Appendix No. 6, and the agricultural needs of the San Leandro Cone and the other cones, there may be some question if it would be permis- sible to store and divert all the flow of San Leandro, San Pablo, Pinole and other creeks. It is worthy of note that the People's Water Company has been making its recent extensions from its ground water sources rather than from surface storage, and that the diversion of ground waters and surface waters from the land to which they naturally pertain has taken on a new aspect since the decision of the Supreme Court of California in 1910. 97 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO New Daily Gaugings of Run-oflF Hetch Hetchy, Eleanor, Cherry (100) The next study in logical sequence was the deter- mination of the run-off from each, the Hetch Hetchy, the Lake Eleanor and the Cherry Creek watersheds. Actual gaugings of the daily discharge of the Tuolumne Rivet near the Hetch Hetchy dam site were made under the super- vision of Mr. Grunsky precedent to his report of 1902, and at the same time gaugings were carried on at Lake Eleanor, but these gaugings covered so brief a period that, of themselves, they did not establish the relation between the annual precipi- tation and the run-off, nor did they give with sufficient accuracy the percentage of the flow at the Hetch Hetchy and Eleanor dam sites to the flow gauged daily by the U. S. Geological Survey near the Lagrange Dam. For this reason the City Engineer, Mr. Manson has had a water-gauging party continuously stationed in the Hetch Hetchy Valley for about two years past, another at Lake Eleanor, and similar gaugings have been maintained daily by Mr. Wm. Ham- mond Hall upon Cherry Creek under an agreement with the City, all in order to make a definite comparison, day by day, of the quantity flowing at the sites proposed for the City's dams with that flowing at the dam of the Turlock and Modesto Irriga- tion Districts at Lagrange, and thus give positive information upon the quantity of water that would be available to the city at these reservoir sites under the laws of the State of Cali- fornia regarding water rights, and after taking care of all ad- verse existing water priorities. In appreciation of the importance of making sure that there was plenty of water both for the city and for the irrigation districts an analysis of these water gaugings was prepared by Mr. M. S. Bartell, C. E., of the City Engineer's office. A second independent study of them has been made by Mr. Cyril Williams, Jr., who made a special search for data to fill gaps in the published records of canal flow at Lagrange, and a further analysis of the gaugings was made at my home office under my personal supervision. There can be no doubt that the impounding of the floods by a dam or dams of suitable height will give plenty of water for each party concerned. A careful study of the water pri- orities has been made and is reported in an appendix. Per Cents of Lagrange Discharge Coming From Upper Catchments (101) The interesting facts have been brought out that the three watersheds, Eleanor, Cherry and Hetch Hetchy, dis- charge their principal flood flow at different dates, — Lake Elea- nor comes earliest, commonly in April, because of its averag( watershed being at lower altitude, where snows melt earlies and where rain falls from weather conditions which produce snow on the higher mountains; Cherry comes next, in May anc June, because of having a relatively larger area upon the slope of the high mountains and the Hetch Hetchy Valley comes lat- est of all, in June and July and with sustained flow until August, because of its catchment area spreading out toward the upper end in fan shape with the outer margin following the crest line of the highest mountains. (See map on page 24.) By means of these daily gaugmgs at these dam sites, ratios of the monthly and daily flow at each of the city's three reservoir sites to the monthly or daily flow at the Lagrange gauging station of the U. S. Geological Survey have been worked out, from which ratios it is now possible to utilize the records of the U. S. Geological Survey made during the past seven- teen years at Lagrange, for determining the quantity available for storage or diversion month by month at the city's reservoir sites. AVERAGE PER CENT OF TOTAL DISCHARGE OF TUOL- UMNE RIVER AT LAGRANGE WHICH IS FOUND TO COME FROM THE WATERSHED OF EACH OF THE FOLLOWING NAMED TRIBUTARIES UPSTREAM FROM THE CITY'S PROPOSED DAM SITES. Hetch Hetchy Lake Eleano r Cherry Total Watershed Watershed Watershed September . 55.2% 4.3% 19.2% 78.7% October . . . 44.070 5.1% 12.7% 61.8% November . 38.1% 8.0% 1 7.2% 63.3% December 22. 1 % 10.9% 1 3.370 46.3% January . . ... 18.0% 7.8% 9.5% 35.3% February . ... 19.8% 9.6% 10.570 39.9% March . . ... 18.9% 9.4% 7.8% 36.1% April . .126.7% 12.0% 13.3% 52.0% May . ..t40.3%* 9.4% I6.870 66.5% June .... . . 47.0% 8.0% 16.1% 71.1% July . .. 58.7% 5.9% 14.8% 79.4% August . . . . . 52.67o 5.070 7.9% 65.5% (From gaugmgs of 1901, 1910, 1911, 1912, to May inclusive). *Partly estimated (Falls Creek record of 1912 not yet available) but estimated from Cherry. "fTuolumne River discharge for 1912 subject to revision by U. S. G. S. These per cents will be changed more or less by a few more years of observation. But they are fairly dependable, one of the years of observation having been of large precipita- tion and the other below the normal. The relation of these percentages month by month is shown in the diagram on following page. 98 DAILY CAUGINGS OF HETCH HETCHY, ELEANOR AND CHERRY DISCHARGE .-EaliQ5__(f Mean MonHUy Discharse.ai^CatdimffltaJfllajraDis. i "-.... R,E,Cran5toD_ o....Apr.l7,l')IZ Rc^iKd ■■QyiUiam Jr~ Jun,z.5. 100 90 t: La Grange - The Lajranje 'diacharjif, include's Mode^ro.Turlock -|— and Power Canab and waste oJer dam ' ilihhly' ^ompufed From mean mofihhlY'discbai^es in 'second Feeh From Daily Ga- / S Sjei(..c ofd more severe nod than 1898 - 1699 TRC ;ht / -, r L-. r 1 to prove it and no oDier- yationi in tiijh mcunlaifll —I -> -t- ■-t- _ _ "1 1 -1 — J I 1 F T* r ~ L _r "■ -1 « 1 1 ~~ -, J. -. 90 J ^ ' " ^ 1 _J f -^ -1 -J 10 — L 1 _ -J : _ " Per od of ajr •nj = «•«"- 1» f R unc II- .... .... u _ ihin^lt W^nBs _J 50 Observarion sar 5h "51 c 5 prin 1= )nl, >■< -an d Nevada City ->. »*" o-. M.drAsi'k* v^W-b'^'^L^ ^*> <*"■ ,*= ^t^itS=^kVI** *" si^^ *~ A^^ ..^- *^'" *-^'' *> ft^"" ** *-^" .•b^ **■- ^*fL,'dt>^ st.^ ^^ A^ xt'^'^ s*^ *"" »* *'^'' t* *"- vl?^ st°i'^ A-^^ *'''' *'^*' *=" ,*» {*>■■ 9* ^■«* ^i«' ^■>«* <*f # s->* s^ ?« «'•■■ RATIO OF RAINFALL in ckCH rem since: obscrvmions ejlgj^n TO THE NORMAL OR 41 YtAR MtAN. HoBlwmfiddaMalBkofl IBIO-ISII Mia a ToBle ■ - Fonl.ca Dam Mainly made up Froraajanai of cMer^aliOmTjl tmi^ranl Gap iBTO-mi ' -'•^"- ■ i ^P- ,.„.„„ r.«^.,.p.. LV-^ir . . July 15,1912 freemao, 99 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO those recently established by the city near its camps; and the two years of runoff as gauged when computed in the form of average depth over the catchment shows up so nearly the same as the depth of rainfall as to indicate that the raingauges do not represent the average precipitation. Any estimate made by projecting southward isohyetal lines worked out from raingauges at high altitudes in the Northern Sierras and raingauges at lower altitudes in about the same latitude with Hetch Hetchy, are also misleading because sub- stantially all of the raingauges from which these curves are derived have been located near human habitation in the val- leys under conditions less favorable for precipitating the mois- ture than those which are presented on the mountain ridges. Comparison of Extreme Dry Periods (103) The comparison in diagram at bottom of page 99 of total yearly rainfall for a long term of years at six different stations indicates that since rainfall records began in California, 62 years ago, there have been two other periods of small rain- fall — one of which was possibly longer and more severe than that of 1897-8, but these records are suggestive rather than conclusive as to conditions that prevailed in the high Sierras. Larger Precipitation in the High Sierras (104) Not only is the annual amount of snow and rainfall larger at these high altitudes than has been previously supposed, but also the ratio of run-off to rainfall must certainly be larger than farther down the slope of the mountains. This results, pri- marily from the very small depth of sod c yver, leaf mould and verdure overlying the bare granite rocks, which, as I noted in my inspection of the catchment area, immediately about Vernon Lake presents conditions closely analogous to the rela- tion of rainfall to runoff presented by a slate roof. In other words, a rapid rainfall will nearly all run off. The second important difference in condition as compared with catchments at lower altitudes is the smaller evaporation due to lower temperature, particularly at night, and the fact that for more than a third of the year all precipitation upstream from our damsites passes instantly into storage in the form of snow and ice, from which, of course, there is some evapora- tion. The lessened evaporation by night as compared with that by day at these high altitudes is also an important factor. In the course of investigations of which I had charge some six or seven years ago, in connection with making preliminary plans tor the water power development on the Feather River, since constructed by the Great Western Power Company, I found it necessary to establish a first-class meteorological ob- servatory in the catchment and established this at Prattville, near the Big Meadows, at an altitude of 4,310 feet. This was maintained for the better part of a year. It contaii7ed the best of instruments for recording temperature, humidity, wind movement, evaporation, barometer, etc., and the recording in- struments were systematically checked by skilled scientific ob- servers. The recording hygrometer, for example, for a long time was checked at morning, noon and night by ^ sling psychrometer. We found that with the rapid fall of tempera- ture in the clear air at this altitude, soon after sundown the relative humidity rose to the dew point because of the fall in temperature, and simultaneous observations of our floating water tank showed that evaporation practically ceased during the night. The smaller transpiration and evaporation of moisture in these high altitudes, because of the lessened verdure, the smaller sponge-like evaporating surfaces of humus and leaf mould, must all have a noteworthy effect in increasing the proportion of runoff from precipitation. The studies of the yield of the Hetch Hetchy, Eleanor and Cherry catchments that we are now able to present, cover two years and more, of daily gaugings of the runoff, and are so very much more dependable than the partly conjectural estimates based upon rainfalls and runoffs measured at lower altitudes and in situations not representative of these watersheds which formed the bases of the earlier Hetch Hetchy estimates that I have relied upon them and discarded estimates of yield based on the conjectural amount of rainfall, save as a rough check. New Studies of the Lagrange Gaugings ( 1 05) For seventeen years past the United States Geological Survey has maintained daily gaugings of the Tuolumne River at Lagrange at a point near the diversion to the irrigating canals of the Modesto and Turlock Districts, the discharge in each of these canals, also that in the neighboring canal of the Lagrange Water & Power Canal, being included in the total run-off, day by day. We have carefully gone over the pubHshed records, supplied the missing data from the original notebooks and thus obtained a record of the discharge of the river at Lagrange month by month for the period of seventeen years, which fortunately in- cludes one of the most severe periods of scant rainfall known since the settlement of California. Determination of Upper Tuolumne Run-off Prior to Direct Gauging (106) /Applying to these records at Lagrange the percent- ages of the foregoing table, we have a very good basis for estimating the monthly flow, month by month, at each of the city's three dam sites. This has been done for the whole period of seventeen years since the Lagrange gaugings began, and we have thereby 100 RELEASE OF IRRIGATION PRIORITIES BEFORE STORAGE FOR CITY obtained the best possible approximation to the run-off month by month during this time at Hetch Hetchy, Eleanor and Cherry. Subtracting the Priorities (107) Having computed these quantities by the above method, the quantity that came month by month from that portion of the watershed downstream from the city's proposed dam sites is found by simple subtraction, and obviously on days when the yield of the lower watershed was more than sufficient to supply the Lagrange priorities, the (jity would have been free to shut the gates at its dams and there store or divert all of the water that came in from the three upper watersheds. Conversely, on days when the total flow at Lagrange was less than or equal to the priorities of 2410 second-feet, noth- ing could be stored by the city at either Hetchy, Eleanor or Cherry dams. (The release of irrigation priorities can ob- viously be made just below power house No. I instead of at the dams.) There are many intermediate days in the year when the flow from the total watershed is more than sufficient for the priorities, while that from the lower watershed is insufficient, and on such days the city might be compelled to release suf- ficient to make up the full priority. In this way the amount available to the city month by month for the whole period of seventeen years has been computed and the results summed up in the form of a mass curve or summa- tion hydrograph. The following diagrams, K, L, M, show the relation of the flow available to the city to that needed for the priorities. Comparison of Rain Gauge With River Gaugings In proof of the statements on the preceding page, that the precipitation averages much larger on the high mountain side than at such rain gauge stations as of necessity have had to be selected, we have now the results of nearly three years' com- parison of the rain gauges set at the city's camp near the outlet of Lake Ekanor, at 4,650 feet above sea level, constantly under the very competent charge of J. O. Todd, C. E., and nearly two years of observations of a rain gauge at the city's camp in the Hetch Hetchy Valley, at 3,530 feet above sea level. From personal inspection I noted that both were standard U. S. Weather Bureau gauges, 8 inches in diameter, and properly set with top about 3 feet above the ground, in an open space where the wind effect would probably be small. And I was told the snow was measured at a sheltered open spot shown in the woods and a section carefully cut out and melted after each storm. I believe that both this rain gauging and this water gauging were exceptionally accurate. — ■ ■£ rt -S "O i ^-5 -S 3 3 11 o The records show: o _c S.2 °- 15 .5 i S 3 g:l^ 1 ^ i g CL V a ^t g ^t-t B < 0-- Lake Eleanor, seasonal year 1909-10... 42.13 45.86 108 Lake Eleanor, seasonal year I9I0-1 I . . . 59.26 66.25 112 Hetch Hetchy, seasonal year 1910-11... 46.86 50.88 109 These data are presented in greater detail on page 105. The fact that depth of run-off exceeded the depth of rain at outlet simply proves that the average precipitation for the catchment as a whole was far greater than at this comparatively sheltered spot of lower altitude at the outlet of the valley. I have noted somewhat similar results from gaugings at the head of the South Yuba River near Lake Spaulding» in the Sierras a hundred miles north. CAGJjNGS ^'TUOLUMNE JSOJ. SOURCES or OrthiHyJi p 149 yjonj 'jupply Piiptf fctit Thf LotniJUiC CoUnal tkinw«*(i.cd (rtiri W5 pcff tofl' p;91iKi -^ Wattr from 5unol may be pumped new aqueduct by por/er gfnerated from' Calaverss discharge ' '■'J -J »l >v ' »*• "-" \j — «*J Appro* Mites from >5 an Francisco City H^lT. N 00 10 li) « to ■Net diamefer may be reduced bi ttiidffr-*- limn^ under hcaviesf overburdcJl. The Summit is placed low _»_-^qm- ^soao—t. in order to increase Flow ^^^,f ^^ [,falna3? across vailcY '"'f*! awn^te ppc ^ ^ CO lO 10 "O Mifes ^om 59n frenchco City Hell. GEOLOGIC StCTlON (D 113 HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Miles from 5an Trancisco Cil'y Hall- > San CT Joaquin o Valley ^ lO f5 ?! OO CO Q — tM tr> "^ lo iTi aO 00 00 00 «o OO *5 Miles from 3an Francisco City Hall en <0 (T) in (T) ^ CD 00 en CTi Geologic Slction 14 o — o o AQUEDUCT LOCATION ACROSS SAN JOAQUIN VALLEY 10 Miles. Contours from Mapof 5tate. Surve-y by Ham Hall. "^ 5 u r ve ys i nco m pie t ^c ,>^,..^>a1w^^^ sp Z steel Pipes. Each 7.5 ft. Diam.- . i V . X ^ --vx ^ X XX i.^ ^ ^^^^^^l^^ ' l^k^^^ J.:-. \1\\ \ . :<4::S .-i\>>Si-^:>:,-:i^W^ ^MM^ cvj ro ^ o o Approximate Miles From San Francisco City Hall San Joaquin Vallely -•••Hydraulic 5lope also^ Zfcef in 500O Surveys incoiTiplete-i Alluvfal Volcanic Tuff. . ■| :.^.-. | v;-:.- | ::-.;.^Kv;-..1V:->^1 T Porphyrit6(MI-ered lava) J L (v; m S tG iS o 2 2 2 2 oiS2 = 5G^£^t§^§Naa^a^Ksa Miles from 5an Francisco Cify Hall. Geologic Section © 115 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Granite Miles From San Francisco City Hall. 16 Geologic Section © AQUEDUCT LOCATION NEAR THE HETCH HETCHY THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO These Contours of ■fhe Dam 5ite were traced from a plan by the Board of Public Works .City & County of 5an francisco, Surveyed under direc- tion oF Kiarsden Manson City Engineer by M 5 Edson .Seot I9H The elevaTioni on the contoufs of thi^ original map were ^7 R too hi(|K ■) and were corrptVed ' before ■Vfacm^ V '^\\;^\^'■ Broad Cascade V'M-" ■ /'';' Y ilJVi?. tumbling from CI. 3750 ;\Vf' to River Bed 'Ms Z50 ft below PLAN Broad Cascade -'/'■ tumbhng from CI. 3730 ;,'/ to River Bed .TiVjl; 250 Ft below ■7 # Contraction Joint" 5 about 50 IH apart (grooved to prevent leakage) extend entirely across section of Dam .at each pilaster r"'i/^ Spray Wall .Upper lri5pec- _Jiofi Tunnel 3TT0 ij'*Q' 200,000 cuyds 172,000 ■■ ■■ 372.000 - - 1750- Ft 1600 ■• PROBABLL QUANTITIES Concrete -Main Body of Dam Richer Tace Mixture Total Concrete Yardage Length oF Grout Holes say 11 - Drain "Base Area to be cleared to sound rock 100,000 sq.ft. Rock Excavation For Spillway Races 133.000 cu yds ^eel Rods m Spray Wall, Arch Bridges, etc 35 tons Structural Steel, Steel Plate, etc 75 ■■ Mumber oF 4B inch valves 7 . ■ - Emergency Gates ^ Rie,e,in^ 6 Cascade -- x;. ELEVATION LOOKING UPSTREAM Control for Emergency Gates-. GaVe Keepers Quarters"^^>CJ | ^^^° ift.diam Hoist 5h'aftTfrf,\~ U SpirAl^tair5^l1:> V\ No Diamond Drill Hole^ yet made m bo'ttom. Possibly Gorge may be crcpei but it 15 surely narrow* MAXIMUM CROSS SECTION S-j:in5 o; c-Stj *r-°Eol ■ SECTION THRU DRAW-OFF GATES V. 10 ft steel Pipe ^leading to — ^5"° PreS5ure Tunnel Aqueduct PROPOSED HETCH HETCHY DAM Scale of feet 150 200 250 l^.irl (\ Kr-qf^i-jon M John R freeman. Consulting Lngineer Providence, R.l. .qOO July 2 1S12 Su^ect to Revision - for Purpo^tb of Estimate 118 STRUCTURE OF THE PROPOSED HETCH HETCHY DAM AND TUNNELS The Hetch Hetchy Dam (123) The design proposed is shown in the accompanying drawing. In ils general outlines it is much the same as the dam that I designed last year for the California Gas & Electric Company at the outlet of Lake Spauldmg, and on which construction work is now being carried on vigorously. Although twice as tall as the dam proposed at this site ten years ago, this Hetch Hetchy dam will not be so tall as that on the Boise River, now under construction by the U. S. Reclamation Service, which I have previously had occasion to visit and study, nor will it be under nearly such difficult conditions. It is of substantially the same type as the two dams now under construction by the Board of Water Supply of New York City, for which I have acted as Consulting Engineer, and is given more liberal archi- tectural treatment than is common with masonry dams, in defer- ence to its location in a National Park, and that it may be of itself an object of interest to visitors, as are the dams on certain of the great English works to which I have already referred. No borings have yet been made at the site, but from a careful personal examination of the character of the rock formation and the shape of the gorge I am confident the site involves no great difficulty. The depth of the gravel and boulder-filled gorge is probably less than at the Boise or Shoshone dams. Attention is called to the photograph of this site in the front of this report. Cyclopean concrete is the material proposed. Regarding a Still Higher Dam ( 1 24) The mass curves or summation hydrographs presented on a previous page show that there will be water enough deliv- ered from the catchment into the Hetch Hetchy reservoir to warrant the construction of a dam fully 25 feet higher than that for which the drawing is presented, and a dam of that height would not be materially beyond precedent of those now under construction on the Boise River and on the Yuba River, and on this remarkably favorable site would involve no special difficulties other than that of the increased cost and increased time for building because of containing larger mass of masonry. If the remarkable water power opportunities along these aqueducts elsewhere described were to be a con- trolling feature of the design, regard for the principles of conservation would direct one to make this dam at least 25 feet and possibly 50 feet taller than shown in the drawings, and the possibility that this height may be called for under the development of future years should not be lost sight of in wording the grant by the Federal Government for the necessary lands and rights of way connected with this project. It is certain that some day the San Francisco bay cities will need all of the water that can be secured by means of the highest practicable dams at Hetch Hetchy, Eleanor and Cherry, and in every grant by the Federal Government and every act by the city, this fact should be constantly kept in view. A Lower Dam at First It will probably be found that a very large sum of money can be saved by at first building this dam to much less than its ultimate height, and that this low dam, in connection with the low dams of Eleanor and Cherry, will furnish all of the 240 million gallons daily that the first pipe will carry, or that will be needed for perhaps thirty or forty years. It will be cheapest and best to extend the tunnel from Hetch Hetchy to Eleanor and Cherry and build the low dams at both Eleanor and Cherry immediately after completing the aqueduct below the Early Intake, and as soon as the low Hetch Hetchy dam and the scenic road are completed. This will perhaps make the water rights more secure by use, and at the same time it promises to be the cheapest and most logical order of construction. Building the Eleanor-Cherry Tunnel The difficulties of transportation of cement, etc., to the Cherry and Eleanor sites and other reasons indicated above, make it best to build these dams of earth between substantial loose rock fills, thus avoiding all transportation of cement and heavy bulky supplies over the rough wagon road beyond the terminus of the construction railroad at Hetch Hetchy. The power for quarrying and power for the pumps for sluicing the earth fill, can be carried very cheaply by a trans- mission line on poles set along the wagon road to Cherry and Eleanor, already mentioned, from an extension from the electric power line used in building the Hetch Hetchy dam. The Eleanor-Cherry tunnel is only about four miles long to the Eleanor shaft, and it is about 2.8 miles farther to the Cherry portal, and by use of electric haulage this tunnel can probably be best built as far as Eleanor, all from the Hetch Hetchy end, and lined with concrete wholly from that portal, the workmen all living at the Hetch Hetchy dam camp, and the cement for the concrete lining taken into Hetch Hetchy, from Oakdale or some station on the Sierra Railroad, over the easy grade of the proposed new road while the temporary rails are down. ]]9 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO UnVimbered Sec-l\on- -Timbered Section Untimbered 5ec+ion- -Timbered 5et+ion ^'VcA 6 ir> ^■= Noie for all Tunnel Sect All La^gjing and as m Main Timbers as poss to be removed before concreting . TYPICAL HE/VVY SECTION FROM intake: to 5AM JOAQUIN VALLEY To be used thru neavy shattered rock or soft ground or where subject to high outside water pressure TYPICAL i SECTION EROM SAN JOAQUIN TO GATEHOUSE NEAR IRVINGTQN Untimbered Section ->-+* -Timbered Section TYPICAL SECTION rOR MINIMUM THICKNESS or LIMING FROM intake: TO SAN JOAQUIN VALLEY To be used thru sound rock where the principal use of the lining is for Smoothness and to increase, delivery FEICT 5 CONSTRUCTION QUANTITIES PER LINEAL FOOT Lxcavation ' Concrete Timbers Lagging Bracing etc Section @ Untimbered Timbered 4.13 tu.yd. 1.01 ■■ - S.Mcu.yd. 1.&5 ■• ■■ 34 6.M. 60 •■ 12. ^ Section ( Untimbered O.bScu.vd. 0.59 ■• ■■ Timbered ^.■49cu.yd. 1.29 •■ - 32 BM. 57 •■ 12 ^^_ Section © Untimbered Tif^bered 6.^10 cu.v^d. 7.40cu.yd. 1.60 2.4 6 A3 B.M. 50 " 10 _!^_ * Main Timbers assumed left standing HYDRAULIC ELEMENTS Section © , 130.0 sq.ft. AQA ft. 3.22 1 Area Wet Perim. Hyd. Radius Section 83.6 sq.ft. 32.6 ft. 2.55 ^ 10 15 PROPOSED PRESSURE TUNNELS HETCH HETCHY AQUEDUCT John R Freeman . Consulting Engineer Providence ,1^.1. JuIy13,'I2 120 ROCK TUNNELS AND STEEL PIPES ALL CEMENT LINED THRUOUT Description of Hetch Hetchy Aqueduct Tunnels (125) In the early years the water for the city would be released from the Hetch Hetchy reservoir by gates in the base of the dam and flow down the natural channel for about twelve miles to a point one and a half miles upstream fromi the mouth of Cherry Creek, designated on the accompanying plans as the "Early Intake," at which point the present aqueduct con- struction is to begin. The aqueduct for substantially the en- tire distance down from the mountains to the edge of the San Joaquin Valley is proposed to be built of the pressure tunnel type, but with barely sufficient pressure to make sure that its section will always be filled under the various conditions of fu- ture use. Advantage of Pressure Tunnels ( 1 26) The pressure tunnel has great advantages over a tunnel built upon the hydraulic gradient, like the earlier aque- duct tunnels of Boston, New York and Baltimore. Its chief advantage is that it responds much more quickly to any change in rate of delivery, this taking effect with all the speed of an elastic wave instead of by the slow process of a free surface wave. This is particularly important in connection with power development. Another important advantage is found in the facility with which the rate of delivery can be largely increased by simply adding to the hydraulic gradient by means of increased pressure applied at the upstream end of the section. Type of Tunnel Construction (127) The cross-section of the tunnel will be varied to suit the quality of the rock. This is shown in outline in accompany- ing cross-section drawings. For the larger portion between the Hetch Hetchy dam and a poiot . a few miles west from the crossing of the main Tuolumne River, firm sound rock is expected, without tendency to crush under the over-burden or to swell under atmospheric influence, and through rock of this kind almost the sole function of the concrete lining is to give greater smoothness to the waterway and so increase the delivery of a tunnel of a given size. The lining, of course, has some further advantage in tending to prevent at any future time the falling of loose rock from the roof, and it prevents escape or infiltration of water in fissured rock. The tunnel will every- where be under only a moderate water pressure, barely sufficient to insure it being completely filled at time of greatest delivery. All Tunnels Lined Thruout with Concrete ( I 28) All of these tunnels are to be smoothly lined with con- crete thruout their entire length and will largely be of circular cross-sections. In this respect, they will be similar to the press- ure tunnels now under construction for the water supply of the City of New York, but these will be under much smaller pressure, at much less distance below the water table of the country, and can therefore have a much thinner and less expen- sive concrete lining. For that part of the tunnel in sound rock where the line has to carry no particular external stress, the section can be made of the horseshoe form, shown in the accompanying drawings, and thereby obtain a little greater area and carrying capacity for a given cost of construction per lineal foot. Tunnel Slope and Hydraulic Gradient (129) For twenty miles, more or less, out of the 30 miles of tunnel found in crossing beneath the Mt. Diablo range, the circular section will be mostly adhered to, because of this pre- senting the strongest possible form either against external water pressure or a yielding of unsound rock. The circular form also presents greater resistance to the stresses of pressure grouting, which will doubtless be followed where the rock penetrated is found seamy or water-bearing. ( I 30) For the purpose of economy the tunnel floor all the way from the Hetch Hetchy to the foothills is given the steep gradient of about ten feet per mile, or more precisely ten feet m five thousand feet. Ordinarily the hydraulic gradient will be only about eight feet per mile but can be increased to ten feet or even more for the purpose of increasing the delivery of the tunnels. The diameter of the tunnel all the way from the Hetch Hetchy to a point some eight or ten miles back from the edge of the San Joaquin Valley, where softer rock begins, will be approximately 10 feet in finished diameter with a net sec- tional area of 80 square feet. Therefore when delivering 400 million gallons daily, equivalent to 620 second feet, the mean velocity of the water flowing thru the tunnel will be 7.75 feet per second. This high velocity will be of some advantage in tending to keep the tunnel clean and free of sediment or any- thing that might impair its delivery, and will permit of com- puting its discharge with a higher co-efficient that in a more sluggish flow fed by water containing any sediment. (131) The length of the tunnel from the Early Intake at Mile I 59.6, to the edge of the San Joaquin Valley, at approx- imately Mile 124.1, is 34.6 miles, including in this distance two steel siphon pipes aggregating less than one mile in length at about Mile 154 crossing the South Fork and an- other at Mile 1 35, at the crossing of the main Tuolumne River near Red Mountain Bar. At about 1 9 miles down- stream from the Early Intake occurs the one power drop on this first construction, which is from 1 ,300 to 1 ,400 feet, but while the arrangements here will be made such that a power plant can be added in future, and sketch plans and surveys for it have been made and outlined on the ground, none is 121 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO proposed to be built at the same time with the construction of the aqueduct, or within any definite period afterwards. Description of San Joaquin Pipe (132) The San Joaquin Valley will be crossed ultimately by two lines of steel pipe, each 7 1 -2 feet in net diameter, smoothly lined with Portland cement mortar in order to give increased carrying capacity and to prevent rust, and each about 45 miles in length. The steel siphon pipes of the New York aqueduct are being thus lined and I believe that with the Portland cement we can secure the admirable durability found in Mr. Schussler's excellent wrought iron pipe at less cost and with great gain in hydraulic capacity. One of these pipes will deliver somewhat in excess of 200 million gallons daily, probably at least 240 millions under the increased head avail- able from the slow velocity in the tunnels. The country across which this pipe would be led is remark- ably level and favorable to the construction of all the way ex- cepting about a mile in the vicinity of the San Joaquin River, and here the construction is not at all difficult and involves no special hazard to the permanence of the work. The general specification for the steel pipes is given in the appendix. San Joaquin River Crossing (133) Across the marsh lands bordering the river it is pro- posed either to support the pipe on deep and strong concrete piers at an elevation above the highest flood level or possibly to support it upon an earth embankment built similar to the many reclamation dikes along the San Joaquin River. This will lift the pipe above any corrosive action of the alkaline mud, and be of permanent construction not subject to decay. No wooden pile trestle supports, as in the Grunsky or Man- son plan or in the present Spring Valley line across marshes, will be used anywhere on the aqueduct now proposed. Across the main channel of the river, it is proposed to bury the pipe deeply in a dredged channel and surround it by a mass of concrete, placing the whole so low that it cannot interfere with navigation or be subject to injury by flood. The Coast Range Tunnels ( I 34) Within the Tesla-Antonio section of the tunnel which crosses beneath the coast range, loss of head is of far greater im- portance than in the mountain section, by reason of the fact that any additional head used to force the delivery thru this Tesla- Antonio tunnel adds to the head tending to burst the steel pipe which crosses the valley. The hydraulic gradient of the tunnels thru the coast range is therefore made about two feet per mile. This calls for a finished diameter of cross-section of I 30 square feet, corresponding to a diameter of about 12.8 feet. For any considerable distance where the rock is discovered to be unsound it may be found expedient to obtain increased thickness of lining by means of a moderate reduction in the diameter of the tunnel instead of excavating the rock to a larger area, but in general the ground will have been so thoroly ex- plored by diamond drilling that the excavation of the different formations can be made from the start, appropriate to the net section of I 30 square feet. The total length of this portion of the tunnel is about 30 I -2 miles. By an examination of the accompanying plans it will be noted that this tunnel is so located as to permit taking water into it from either of the three reservoirs projected at Calaveras, San Antonio and Arroyo Valle. (135) There are no siphons required for crossing valleys save in the case of the Sunol Valley, which will be crossed by two steel pipes, each 9 feet in diameter, only one of which will be installed until the second pipe is added across the San Joaquin Valley. Calaveras and Sunol Connections (136) Probably this Tesla-Antonio or Coast Range tunnel would be built by installments, a beginning being made by con- structing the section between the Sunol Valley and the Irvington gatehouse in the immediate future in order that it may serve as part of the line for bringing water from the Calaveras Reservoir to the city, and also serve for any increased supply that may be brought down from Pleasanton or gathered at Sunol. This first section of the tunnel between the Sunol Valley and Irvmgton is placed at a low elevation in order that water from Calaveras and Sunol may be more readily diverted or pumped into it, and thence delivered by gravity-flow into the highest present level of the Crystal Springs Reservoir. By means of electric power that can be developed in course of the discharge from the Calaveras Dam, any surplus of Sunol and Pleasanton water could be pumped into this tunnel and thence flow by gravity into the Crystal Springs reservoir. The present estimate of cost includes a suitable intake for the Calaveras water but does not cover the cost of a pipe from the Calaveras Dam to the Sunol portal of this tunnel. (137) Presumably the second installment of the coast range tunnel would be built to connect with the San Antonio reservoir, thereby conveying the water collected from the floods of Antonio Creek into the city by gravity flow, and a year or more later the extension to the Arroyo Valle reservoir would be begun, and the water from the Valle Reservoir taken to the city also by gravity flow before proceeding eastward from Arroyo Valle with the tunnel. The question of whether it is worth while to stop on the way to the Hetch Hetchy for the Antonio and Valle Reservoirs 122 ALTERNATE STUDIES FOR DISTRIBUTION AQUEDUCTS is a question yet to be decided and should depend on the result of a few years of extremely careful gaugings of the run-off of the Antonio and the Valle in connection with records of the rainfall, this rainfall record and these stream gaugings to be made continuously by means of automatic recording clock- gauges; so that the effect of showers of different degrees of mtensity upon the run-off can be discovered, and a closer esti- mate made of the flood flow available for storage than is now possible. The Terminal Gatehouse (138) On the hillside near Irvington the Hetch Hetchy aqueduct would terminate in a shaft and gatehouse provided with control branches looking toward San Francisco, Greater Oakland and toward San Jose, with other branches for local and irrigation use. The Bay Head Crossing (1 39) The line selected for purpose of estimate crosses the narrows at Dumbarton near to the present railroad crossing, and also near to the point where the two water mains of the Spring Valley Company have been successfully located for the past sixteen or eighteen years. An inspection of the railroad em- bankment across the marsh from Newark, and an inspection of the highway along the Spring Valley Company's present pipe line show that the marsh surface will easily carry an earth embankment with top above highest tides. The surface of the mud flats exposed at low water appears to be soft, but beneath it is said to lie a hard, firm stratum of clay of such a character that after building out over the soft shores with embankments for supporting the pipe. similar to ordinary reclamation dikes, the submerged part of the crossing could be made by tunnel in this clay. I have inspected the railroad embankment over the easterly marshes and find all indications favorable for a cheap and safe crossing of marsh and channel. For purpose of estimate, the simple and entirely prudent method has been assumed of laying this part of the pipe in a deeply dredged trench, connecting up the pipe on scows or on shore, in long sections, hning it with cement and coatmg its ex- terior with a thickness of concrete scarcely sufficient to submerge it when filled with air, then closing the ends floating the long sec- tion out into place with the aid of scows, lowering it and bolting the sections together with the aid of divers and then refilling the trench around the pipe with concrete. Various other well known methods could be employed. There is nothing particu- larly novel or difficult in a crossing of this kind. A steel pipe of 6 feet 9 inches gross internal diameter, smoothly lined with Portland cement mortar 1 Yl inches thick down to a net diameter of 6.5 feet, would convey about 100 million gallons daily across to the high ground east of San Mateo, where it would deliver into a tunnel some four or five miles in length, communicating with the present Crystal Springs Reservoir. This San Mateo tunnel will apparently be in easy ground and it is therefore made ten feet in diameter in order to economize the loss of head and permit the largest possible delivery thru the Bay Head pipe from the Calaveras Reservoir during the years prior to building of the aqueduct to the mountains. Alternative Route for Bay Head Pipe ( 1 40) A dotted line on the map of this portion of the aque- duct, shows a route on solid ground around the head of the bay, avoiding the submerged pipe of about one mile in length across the Dumbarton Narrows ; but after considering the success that has attended the two smaller and thinner pipes of the Spring Valley Company and the fact that these did not suffer in the slightest degree in the earthquake of 1 906 and have been con- tinuously successful without interruption. After personally in- specting typical portions of the ground along each route, I am led to believe that the additional expense due to traversing about six or eight miles of additional distance in order to avoid a submerged crossing is not justified, and that we can now do no better than to follow nearly along the location picked out years ago by Mr. Schussler. Distributing Aqueduct Around San Francisco Bay (141) At first view it may not appear necessary to give the problem of distribution among the several communities any par- ticular study in connection with the broad review of the merits of various possible projects from the Tuolumne and elsewhere, but on further study it is plain that all the various projects and sources for a new, large supply brought from a distance, should be placed for comparison on the same basis of delivering into storage reservoirs of great capacity close to the city as possible, and that delivery to the main distributing reservoirs within the city should also be considered in bringing a new water supply from the mountains. Also for the sake of completeness of the present study as an engineering problem, much thought has been given to the best arrangement of the distributing aqueducts and to a consideration of what happened in the earthquake of 1 906, and what might happen again from a similar cause. It is plain when one studies the prospects of future growth in the several communities all the way around the bay from San Francisco through San Mateo, Palo Alto, to San Jose, Milpitas, Niles, Hayward, and Greater Oakland that there is a practical certainty of large increase in the demands for water all the way around the bay, and that the main branches of the aqueduct can readily be located where local branches can be 123 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO cheaply taken off from time to time, either for the purpose of domestic supply or for utilizing the surplus for irrigation and intensive farming until needed for domestic and municipal sup- ply, and that the great level Potrero district in San Francisco will doubtless some day require large quantities of low service water for manufacturing purposes and that gravity flow with- out pumping should be provided for as much of the city s water supply as possible. ( 1 42) After a somewhat hasty study of the topography, the geology and the conditions set forth in the report of the Califor- nia Earthquake Commission, I have been led to believe that pos- sibly the best type and location for the branch aqueduct leading from the Crystal Springs Reservoir to the distributing reser- voirs in the heart of San Francisco and also for the branch aque- duct leading northward from the Irvington terminal gatehouse to Alameda, Oakland and Berkeley, is a pressure tunnel running along in the solid rock, beneath the crest of the ridges that run toward these points of delivery and crossing beneath San Bruno Mountain. PRELIMINARY REPORT ON THE GENERAL GEOLCGY ALONG THE PROPOSED LAKE CHABOT AND PENIN- SULA LINES OF THE SAN FRANCISCO WATER SYSTEM. Made to John R. Freeman, Consulting Engineer, by JoHN C. Branner, Consulting Geologist. July 13, 1912. (Compare with profiles on sheet entitled Studies for Alternative Distri- bution Aqueducts near San Francisco and Oakland.) Leland Stanford Junior University. Stanford University, Cal., July 13. 1912. John R. Freeman, Consulting Engineer. Sir — I have examined the geology along the line of the proposed con- duit between the point where it leaves the main line hear Mission San Jose and Lake Chabot, and submit the following report upon it. The areal distribution of the rocks at the surface, as nearly as il could be worked out in the short time at my disposal, is shown on the accom- panying map, which is an essential part of the report.* Lal^e Chahot Branch East of the Ba\) of San Francisco. — Starting at the Lake Chabot end, the line is in serpentine of one kind or another to where it emerges from the hills on the north side of the town of Hayward. This material is all more or less broken and fragmentary and will probably all require timbering. South of Hayward the tunnel enters the cretaceous (Knoxville) shale and standstone and continues in that formation to about mile 26. From mile 26 to mile 28 it will be m a phase of serpentine or along a line of contact between the serpentine and the Knoxville shales. At mile 28 it enters the Knoxville shales again and probably continues in them to the Niles Canyon, though between 30 and 31 it may be in the Monterey shale which there lie next to the Knoxville beds. South of the Niles Canjion the tunnel will enter the Monterey shale and continue in it for a distance of a mile or so, when it will pass into the overturned and crushed Santa Margarita sandstone in which it will continue to the junction with the main line of the conduit at mile 36. The Difficulties of the La\e Chabot Line. — The proposed conduit from the Lake Chabot end to where it joins the main line is in two kinds of rocks, namely, serpentine of one kind or another, and in sedimentary beds. *Only the sections from this map have been reproduced. The map itself was in colors overlaid on a U. S. Geological map, and thus not available for reproduction with this report in the limited lime. The line as now planned had an additional difficulty due to its following along lines of contact between different formations. Such places are liable to be zones of fracture and uncertainty in regard to the character of the materials to be handled. The serpentine is much broken as a rule. Where it is exposed m road cuts and quarries it is nowhere massive, and it has the additional disad- vantage of being very slippery when wet. The cretaceous (Knoxville) beds along this section of the line are made up mostly of clay shale, usually standing at a high angle, that is from 45 degrees to 80 degrees. The dips are generally toward the northeast, so that the conduit follows along the strike of the beds wherever these beds occur. This means that the tunnels must be made endwise of the beds. The rounded surface of the ground, the deep decomposition of the rocks, and the few hard rock exposures over the region where these creta- ceous beds come to the surface, leads one to conclude that these shales will not be easy rocks to manage in the tunnels passing through them endwise, especially when their closely folded and jointed condition is taken into consideration. RESUME OF THE ROCKS OF THE LAKE CHABOT SECTION. From Mile 21 to 23% Serpentine. 24% to 26 Cretaceous (Knoxville) shale and standstone. 26 to 28 Altered serpentine. 28 to 32% Cretaceous (Knoxville) shale and sandstone. 33'/4 to 34 Tertiary (Monterey) shale. 34 to 36+ Tertiary sandstone (Santa Margarita) broken. Totals. Serpentine 5 miles. Cretaceous (Knoxville) shale and sandstone 6'/4 Tertiary (Monterey) shale % Tertiary (Santa Margarita) sandstone 2 The Peninsula Line (Tunnel Aqueduct). — The hill through which the end of the tunnel passes is of jasper O/2 mile), a very hard brittle rock well known in the roads and quarries about San Francisco. Next to the south about % mile of Merced lands are crossed, and at mile 5% comes the San Bruno sandstone, which continues through the San Bruno ridge to about mile 10. This sandstone is 'oroken by joints and local faults. Near 10 miles the hne passes across the soft sands that fill the valley at and about Baden. In proportion as these sands thin out, toward the south, however, the hills are made up more and more of rocks of the Franciscan series, so that at the depth proposed for the tunnel, one can confidently count on the hard rock from about mile I3|/2 to the end of the tunnel at mile 281/2. T^^ rocks are of the Franciscan series, but they are much broken by joints and local faults, and it seems probable that they will require much timbering. Near mile 27^/2 the rocks are yellow Chico sandstone at the surface, but these may not be struck in the tunnel. RESUME OF THE ROCKS OF THE PENINSULA LINE. From Mile 4J/2 to 5 Jasper. 5 to 5% Merced sands. 5% to 10 San Bruno sandstone. 10 to 13|/2 Unconsolidated Merced sands. 13|/2 to 28|/2 Franciscan formation, including altered eruptives, schists and serpentines. Totals. Jasper I/2 mile. San Bruno sandstones 4|/4 miles. Unconsolidated sands 4'/^ Serpentines ? Franciscan, altered eruptives. etc 15 I should add, in regard to the geology of both lines, that the details can be given with much greater precision after we shall have had time to work them out with especial reference to the enterprise in hand. M^ general impression in regard to the Lake Chabot line is that by 124 looa o X X u r u. o a -r o u if) loor^cocne — jijj22:!2£C:22S?3?d!CISJ(3 PRO F 1 U C Miles trom 5an Francisco Ci+Y Hall TUNNEL AQUEDUCT TO DELIVER 200 MILLION GALS. DAILY DIRECTLY INTO CITY PIPES shore of Crystal Spr ings Res. 1 — nn — r" CM to ^ 1/5 Tsi (VI r^ ( Hall TUMNEL TO LAKL CHABOT CAPACITY 200 MILLION GftLS. DAILY GEOLOGIC SECTION c~) if)vmA.1j'"a"-, '.lope df tKc new darrt.^slarlVvf^rcm +hi> cri:^4. Of +We\ present dam ^Mych j.a>iQ^ oF matetia^J can be ob+Bmed ~-t^ mo-jin?--Uic r ^ '> 'aler, and wherein it was necessary to economize at every point and reduce the aqueduct to the cheapest possible type, an open hillside ditch 28 miles in length, exposed to rain- wash, to land slides and rock falls, to pollution from the falling in of field animals, snakes, etc., etc., and with a prospect that the seepage losses would be very large prior to the time when a large additional expenditure, accompanied by serious interruption to the flow was incurred for lining the canal. In the necessity for keeping the cost low, types of structures were adopted that in my judgment were not suitable for the pur- poses, and the mountain side on which the open canal was to be built is so steep in many places that I question the safety and the cost. I do not understand that Mr. Grunsky's line in the canyons was actually run out on the ground. A Large Scale Project Required for Success (163) So long a project must be a large project with broad scope in order to work out well ; in other words, in order to make an aqueduct I 72 miles long into this difficult region com- mercially successful it must be of large capacity and planned on a generous scale, and if possible must earn something from its surplus capacity during the years while waiting for the city to grow. The Manson Variant on the Grunsky Plan (164) The opportunity to complete the city's title to the Hetch Hetchy site having failed, Mr. Marsden Manson, City Engineer of San Francisco, on July 24, 1 908, or as soon as practicable after the date of the Garfield permit, hastily pre- pared a variant from the Grunsky plan, making only such changes as necessary for utilizing Lake Eleanor first instead of Hetch Hetchy, as required by the terms of the Garfield per- mit. He retained the feature of open canals of much the same character as the mining ditches of early days, and his estimates assume that the water discharged from Hetch Hetchy would for all time flow down the natural river channel for a distance of about sixteen miles to the site of the diverting dam previously selected by Mr. Grunsky at a point about two miles below the junction of the stream from Eleanor and Cherry Valleys with the main Tuolumne. He proposed a dam at the outlet of Lake Eleanor I 50 feet high, which he estimated would cost, includ- ing 10 per cent for engineering and contingencies, about $2,000,000, or $814,300 more than Mr. Grunsky had found the cost for the dam at Hetch Hetchy. Otherwise he adopted all of Mr. Grunsky's design and all of the figures of Mr. Grunsky's estimates of cost made six years before, without change, in the estimate which he presented to the Board of Pubhc Works on September 14, 1908. (165) Subsequently, in 1910, Mr. Marsden Manson in the effort to design water supply works of 60 million gallons daily capacity from the upper Tuolumne in compliance with 142 PLANS DEVISED TO CONFORM WITH PERMIT OF 1908 the order to use Lake Eleanor first, prepared another variant from the Grunsky Plans in which he supplemented the water supply of Eleanor Creek by a diversion from Cherry Creek of as much water as could be conveyed by gravity in an open canal of 500 second-feet capacity; and in the effort to secure addi- tional benefits to the city for helping to carry the burden of cost in the Eleanor development, he extended the design so as to provide for the generation of a large amount of electrical power for general municipal purposes by means of utilizing the fall of the water between Lake Eleanor and its junction with the Tuolumne. Instead of open canals he provided for covering all of the canals below the storage reservoir of Lake Eleanor and those below the point of diversion from the Tuolumne of the water coming from the Hetch Hetchy. With the exception of this elaboration of the electrical power project and the substitu- tion of Eleanor and Cherry for the Hetch Hetchy and the covering of the canals and the short cut across the head of San Francisco Bay the plans were substantially the same as those of 1902. Mr. Manson's Eleanor-Cherry Project of 1911 Conformable to Garfield Permit (166) In 1911 Mr. Manson added to his plans and ampli- fied the features of electric power. In supplementary plans prepared by Messrs. Hunt and Van Norden the lines of pipe to the city are shown 50 inches in diameter, but the cost thereby added is compensated for by shortening the line seven miles, more or less, by crossing at Dumbarton instead of going around the head of the bay on the line adopted by Mr. Grunsky; and steel is adopted as the material for the pipes. (167) Mr. Manson's latest changes from the original plans are as follows: ( 1 ) A diversion overflow dam on Cherry Creek, built of granite masonry in cement, located about five and three-fourths miles upstream from the reservoir site surveyed by Wm. Ham. Hall of v^'hich plan from the Cherry reservoir site surveyed by Wm. Ham. Hall (and which it is proposed to utilize in the Freeman project) Mr. Manson carries his intake upstream to this pomt m order to reach an altitude sufficient for flow by gravity into Lake Eleanor after raising the level of Eleanor. (2) A canal leadmg from said Cherry diversion dam into Lake Eleanor, compnsmg about two and a half miles of open ditch and about two miles of tunnel and having an estimated capacity of 500 second- feel, in order to divert to a maximum of 500 second-feet from the flood flow of Cherry Creek, which at peaks frequently rises to above one thousand second-feel for several weeks at a time, and occasionally reaches a flow of 3000 second-feet. This canal would, therefore, fail to con- serve much of the flood flows of Cherry Creek, but any larger diversion canal appeared impracticable because of its great expense. The above dam and diversion canal were estimated by him to cost about $422,000, but at unit prices so low that I am of the opinion they could not possibly be obtamed in that rough and remote country, if cost of road-buildmg, transportation and ordinary overhead costs are included. My judgment from a hasty estimate is that they would be quite as likely to cost double that sum. (3) A dam of granite masonry at the outlet of Lake Eleanor suit- able for raising the level of the lake about 85 feet and for adding 25 billion gallons to its contents. This at minimum prices which I believe could not possibly be obtained when cost of bringing in the cement and ordinary overhead costs are reckoned in, was estimated to cost about $1,150,000. After a hasty review of the items I think it quite as likely to cost more than 50 per cent, additional. (4) A conduit from Lake Eleanor to the top of a power drop near North Mountain for conveying the combined waters of Eleanor and Cherry, consisting of about two and a half miles of canal, lined and covered with concrete, and about five miles of tunnel, six feet in net diameter, where lined with cement, of which it was expected that the greater portion being thru granite would require no lining. This conduit to be of 125 second-feet capacity, equivalent to about 80 million gallons daily. The cost of this covered canal and tunnel about 7V2 miles in length was estimated at about $336,000, but at unit costs so extremely low that 1 do not believe them possible in this rough and inaccessible region. As a matter of judgment, without detailed esti- mates, I would expect the required expenditure would be very much more than estimated— possibly double. (5) A hydro-eleclric power station located on the main Tuolumne River at the foot of North Mountain, about three and a half miles downstream from the park boundary. This would have a gross head of about 1950 feet. (6) The plans and estimates for this and the other power stations at Bear Gulch and Dry Creek were prepared by Mr. A. M. Hunt of San Francisco and show a possible development of about forty thousand mechanical horsepower, part of which would be used up in pumping the water over the summit at Altamont. (7) A diversion dam on the main Tuolumne River just below the boundary line of the National Park and a canal along the canyon side for conveying the water that comes from the natural flow of the Hetch Hetchy without storage for a further generation of power for municipal purposes. The conduit comprising about one and one-quarter miles of unlined tunnel and about two and one-half miles of covered conduit, notched into the canyon side. This section comprises about three and three-quarter miles and was estimated to cost about $305,000. Considering the circumstances. It Is my belief it might cost from 50 to 75 per cent. more. (8) A main Tuolumne canal from North Mountain power station to the South Fork of the Tuolumne River, capacity intended to carry ultimately 563 second- feet to the South Fork power station, this com- prising about four miles of tunnel and three and one-half miles of covered conduit, notched into the canyon side, lined and covered with cement. The favorable estimate was made that only one- tenth of the length of this tunnel would have to be timbered and only two-tenths lined with concrete. It is estimated to cost about $628,000. My belief is that it would probably cost nearly double that sum, in view of the rough country and difficulties under which the work must be performed. (9) At the South Fork of the Tuolumne another power house was to be built and from that point the conduit would continue to Bear Gulch power station of the Grunsky plan, and thence to the first Dry Creek power station, but with the difference that it would be lined and covered with cement concrete instead of open. He makes the favorable estimate that only one-tenth of the tunnel might have to be timbered and only four-tenths of the length of the tunnel lined, and by adopting low unit costs derives a figure of $1,425,000. I think it not improbable that a million dollars would have to be added here to cover cost added for the unfavorable surroundings. From that point to the City of San Francisco there is no substantial departure from the Grunsky plan, and I find no occasion to add any large sums to his estimate, for the con- ditions effecting construction between the foothills and the city are far less severe. (168) It should be borne in mind that Mr. Manson's addi- tioris provide much larger means of water power than those of 14: THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO the Grunsky plan, which might be available for various munici- pal uses and, if fully developed, would leave a surplus beyond any amount that the city could use and beyond what would be needed for pumping the water over the Altamont Pass. This plan was made, as I understand it, with the object of trying to work out a practical scheme at the lowest possible cost for complying with the order to develop Eleanor and Cherry prior to the Hetch Hetchy, and the further purpose of finding if the city could develop electricity at a profit from this water in its course down the mountains. The figures are interesting but the plan is not one which I could recommend the city to adopt. As already stated, I am strongly of the opinion, after having studied the situation off and on for more than two years, that the only sound and proper engineering basis for supplying the city with water from the upper Tuolumne is to begin by building the dam at the outlet of the Hetch Hetchy Valley. It was the intention to file this report of Mr. Manson's with the Board of Army Engineers on August 1 st. Mr. Manson has been unfortunately suffering from illness and overwork and this has delayed its final revision. My review presented above has been made from incomplete and unsigned papers, and possibly the estimates of cost that I have quoted, have not had his personal study. Nevertheless it is useful in the present discussion for showing the difficulty of getting anywhere with a small capacity project which starts at Lake Eleanor. ( 1 69) It is to be noted also in considering both the above projects by Mr. Grunsky and Mr. Manson that no large terminal reservoirs sufficient to sustain draft for a long period in case of interruption to the line were provided, and that altho the conduit was subdivided into two pipes for greater safety, as also greater ease in handling, these pipes were everywhere supported on the same bridge and that in crossing the marsh lands near the San Joaquin and in the Santa Clara Valley they were to be carried largely on wooden trestles, the total length of the bridge trestles being about 6]/2 miles. In other words, the project of 1 902 duplicated the pipe line for safety, but had a single canal, single tunnels and single bridges and trestles. The present project also has a single tunnel line and ultimately two pipes across the valley, but although up to a delivery of 240 million gallons daily it trusts to the one pipe, it relies for safety against accident, upon reservoirs holding six months' or a full year's supply, fairly near to the city. The Garfield Permit is Outgrown, and a Broader Grant is Now Proper (I 70) The Garfield Permit, which granted in 1908 to the City of San Francisco certain rights of way thru the National Forests and rights to flood certain lands contiguous to lands owned by the City, was based upon the Grunsky studies chiefly completed ten years ago. During these ten years this water sup- ply problem has broadened so as to include providing for the future of all of the principal communities around San Francisco Bay, — Berkeley, Oakland, Alameda, etc., — all of which com- prise today nearly double the population of San Francisco alone. It is now proposed to join these communities in a Metropolitan Water District like that of Boston, Mass., or perhaps to unite the municipalities into a Greater San Francisco, following the example of New York. The prospects for prompt and large growth of population thruout the Greater San Francisco have now become far more clearly defined and of much fuller promise than ten years ago, because of the nearing completion of the Panama Canal and the growing appreciation of what this will do for San Francisco, because of the increased prospects of the extension of commerce from San Francisco to the Orient, and because of a great awakening in intensive farming in the Great Valley. Moreover, within the years since making the Grunsky studies, which formed the basis for the Garfield Permit, there have been worked out the problems of the 220-mile aqueduct for bring- ing 420 second feet of water from the Sierras to the City of Los Angeles. This Los Angeles project has suggested a new plan of developing the Tuolumne waters for San Francisco, and plans have been worked out for making the surplus flow of Owen's River water, secured now in anticipation of the continued growth of Los Angeles, and which can be conveyed in the surplus capacity of the aqueduct, use- ful for irrigation until the time when it is needed for domestic supply; thereby helping to provide income for paying interest upon an aqueduct of the large capacity needed in future for the domestic supply, in which the tunnels and masonry must necessarily be built full size at the start. Similarly, the Tuolumne water can be made to generate far more power than under the plans of ten years ago, and a large volume of water now wasted in floods can be made to aid intensive farming and kitchen gardening on some thousands of acres around San Francisco Bay, tending to cheapen the city's food supply. Also in the years since the Garfield Permit, the natural limitations of the land areas that can be irrigated in the Modesto and Turlock district are now better understood, and the facts regarding the water-logging of the soil from over-irrigation in parts of these districts, have become far more clearly de- veloped. Meanwhile, also, negotiations for the purchase of the Spring Valley works by the City of San Francisco have made much progress; in fact, they lacked but few votes of becoming con- summated eighteen months ago. In the above matters and in many others, the scope of the 144 REASONS FOR SIZE NOW PROPOSED Hetch Hetchy water supply problem and the scope of methods fifty thousand or seventy-five thousand electric horsepower that br solvmg It have become greatly changed and the scope of the it would be possible for the city to develop progressively as Garfield Permit it msufficent for present needs and for future called for, along the course of the full-size aqueduct, conservation. (1 74) The two chief reasons for building the Los Angeles (171) Regarding the Hetch Hetchy Valley as a pleasure Aqueduct of full size in the beginning, apply also in the case ground, criticism of the city's earlier plans has resulted in bring- of San Francisco metropolitan district. ing much new light to bear on this problem. It is becoming plain The tirst reason is that in a region where the value of water is from business reasons and because of the stronger appeal of increasing so rapidly with progress in vastly broader areas of other worthy objects for public funds, that instead of being irrigation, it is important to make the water rights secure by opened up and made available to the many, this valley will remain thruout the life of the present generation a sort of private camping preserve for the very few who either have the leisure for a very slow tour or who can spend money freely for guides, horses and packers. It can be opened to Californians and to others in co-operation with the city, by the road-building, which must precede works for water supply. The Present Water Supply Needs (172) The city of San Francisco and substantially all of its neighboring municipalities are today either suffering from an insufficient water supply or have no sufficient reserves for future growth, as shown by statements in the appendix. In San Francisco this insufficiency has been manifested chiefly by failure to extend the pipes so as to provide for growth actual diversion of the full appropriation and place them beyond all possibility of future adverse claims, by immediate applica- tion to beneficial use. The second reason why San Francisco must build so large an aqueduct, is that in a rough mountainous country and where the water must be conveyed in covered conduits to protect it from pollution, it is only a large quantity that can be economically conveyed by tunnels thru solid rock (or where supporting ground can be found at the right elevation, conveyed in so-called cut and cover aqueducts built of concrete masonry) , and it is neces- sary to build such tunnels and aqueducts of full size at the start. Scale of New Works (1 75) It is a matter of elementary engineering that the cost of conveying a given quantity is far less in one large aqueduct than two or three small aqueducts, and prior to discussing this or so as to encourage the spreading of the population into fact mathematically it is of interest to note what certain other the outlying districts of the city. In addition to this delay large cities have built in extending pipes and notwithstanding that the corporation supplying San Francisco owns undeveloped water rights which it claims are of large capacity, the city is today under the shadow of a scant supply from the present pipes, should there come two seasons in succession with as low rainfall as has some- times occurred. Why Build the Hetch Hetchy Aqueduct So Large? (1 73) The question will be raised in the San Francisco met- ropolitan district as it was in Los Angeles "why build works at present of capacity so much larger than the immediate need "? At Los Angeles it was most vigorously urged that a steel pipe perhaps thirty or forty inches in diameter and sufficient to con- vey, say twenty-five to forty million gallons per day, would sup- ply all of the probable need as far into the future as one could safely estimate the increase in population and the demand for water and that a pipe of this reasonable size would tax the city's resources far less than the large tunnels and concrete aqueducts. It was, however, strongly suspected that these arguments were Boston fifteen years ago designed its great Wachusett aque- duct of 300 million gallons daily capacity, altho the whole Nashua River flow, most fully conserved, could amount to only 1 1 8 million gallons per day, because this aqueduct was planned to also bring in the distant future water taken from more remote rivers. New York City today is building its Catskill aqueduct from the Esophus watershed of 600 million gallons esti- mated daily capacity, altho when most fully conserved this watershed can yield but 250 million gallons, be- cause at some future day the Scoharie and Roundout (and per- haps the Catskill Creek) watersheds will also be made tributary. Los Angeles is building its aqueduct of 420 second feet, which equals 273 million gallons daily capacity, where the city's utmost need in domestic water supply from this new source for twenty years to come can hardly amount to a fifth part of this quantity. One reason in each of the above cases is that tunnels and masonry aqueducts form a large part of the aqueduct line, and that a WATER SUPPLY TUNNEL OR A MASONRY AQUE- put forward chiefly in the interests of the corporations having DUCT CANNOT BE ENLARGED BUT MUST BE MADE FULL electric power to sell and which feared the competition of the SIZE AT THE START. 145 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Sections illustrating the small depth of submergence proposed in comparison with depth of valley and height of cliffs (all sections on natural scale.) 146 ECONOMICS OF A DISTANT SOURCE A second reason is, that it is plainly the part of wisdom to cafeguard the quantity of water available for the future sup- ply of any great and growing commercial city. For this second reason Seattle, like Los Angeles, has reached out and ac- quired control of a large watershed in the Cascade Mountains, which will yield a supply of pure mountain water many fold greater than its present needs and the National Government has generously helped it to do so. Portland, Oregon, has discarded its former supply, taken from the great river that flows past it, and has gone thirty miles back into a rough, uninhabited mountain region and es- tablished a forest preserve of 222 square miles area for the continued protection of its source, and from this has built two large pipe lines into the city. San Francisco in seeking a future mountain source for softer and more palatable water is following the examples of its rivals in the commerce of the Pacific, — Los Angeles, Seattle and Portland. Alternatives for Duplicating Aqueducts ( I 76) Danger in reliance upon a single great aqueduct in the case of San Francisco fortunately can be safeguarded by means of great storage reservoirs near the city. In a similar way the City of Boston trusts for the future mainly to its great Wachusett aqueduct with its great distributing reser- voir at Spot Pond; similarly New York is building its great Kensico reservoir near to the city, to safeguard the posibility of accident to its one great conduit from the Catskill Moun- tains; and San Francisco in its present Spring Valley reser- voirs and the other Bay cities in their present supply works have even more generous safeguards for permitting one great aqueduct to be built in the cheapest form. The uses for local kitchen gardening and possibly those for electric power can hasten the date when other reservoir dams and other portions of the steel pipe lines can profitably be built. Only a Public Water Supply Can Afford to Properly Develop Hetch Hetchy (177) No corporation, no irrigation district or no single municipality other than San Francisco could possibly afford to build works sufficiently extensive to fully conserve the water on the upper Tuolumne now wasted in floods, because of the vast expense involved in these works under the local conditions. There is a clearly defined limit of rental cost or water as- sessment per acre foot delivered beyond which agriculture, particularly such as practiced in the Modesto and Turlock districts, cannot afford to pay, and there are well defined limits beyond which the storage of water for power cannot be made profitable in competition with power generated by steam or gas engines from petroleum or coal; but a generous water sup- ply is so vital to the life, health and comfort of any com- munity and, however expensive, is so cheap per individual per year, in proportion to his other living expenses, that almost any cost that may be necessary for dams or conduits, can be made. But at the same time the municipality that would best minister to the health, comfort and the higher pleasures in the daily life of its citizens always finds more opportunities for expenditure than it has funds or borrowing capacity to meet, and so each dollar unnecessarily expended on water supply tends to lessen the expenditure available for the best housing of its people or for improving their surroundings and of the younger generation by special schools, by parks and by a dozen lines of wise paternal activities. Economy (178) It will be demonstrated by the reports on alterna- tive sources now nearing completion that after the limits of the various present sources have been reached in the near future that by far the best, cheapest and most satisfactory source of water supply, can be had from the Tuolumne River, with storage in the Hetch Hetchy Valley. This fact was proved by Mr. Grunsky ten years ago and again proved in the various reports by Mr. Manson, and now it is proved with more elaboration of detail. Conservation of the financial resources of these cities about San Francisco Bay must be given due weight in this mat- ter, no less than the conservation of the flood waters which now lun to waste, and no less than conservation of opportunity for re- creation in the Sierras. If Greater San Francisco can save ten million or twenty million dollars by developing the Tuolumne source at Hetch Hetchy, as appeared to be the fact from the rough estimates based on data of Mr. Grunsky's 1 902 report and from the more elaborate recent investigations, as compared with the next best possibility for meeting the water supply needs of 25 or 50 years hence, the sum thus saved can be applied to other public uses — to parks, pleasure roads, municipal audi- toriums (like Denver's, for example, with free public concerts), and to a broader extension of the work of municipal embellish- ment already begun, and this fact must be given much weight, notwithstanding it may be physically possible to obtain large quantities of water at some higher price from various other sources. The superior quality of the Hetch Hetchy water, its remark- able softness and the better relish with which a million people can drink water from such a source are elements to be reckoned upon in comparing values. Adding to the Enjoyment of the Yosemite Region ( 1 79) By the use of the bottom of the Hetch Hetchy Val- ley as a reservoir site for storing flood waters for the use of the 147 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO San Francisco Metropolitan Water District, the enjoyment of the natural beauties of this valley can be a hundred-fold in- creased. If a beautiful region can be brought withm the vision of a hundred appreciative nature lovers instead of closed by time, hardship and expense of the trip to all but one or two, the enjoyment of this beauty has been fifty or a hundred-fold in- creased, and it is so simple as to require no argument that the two beautiful cliffs in the Hetch Hetchy Valley would be- come more beautiful when mirrored in a deep, placid lake more than half a mile in width and several miles long. Nine out of ten of the future visitors to Hetch Hetchy, when- ever it is made accessible, will probably be citizens of the San Francisco District or its guests, and the municipality is therefore justified in adding to the expense of its water supply the cost of building a scenic road around this future lake and in building a highway of best workmanship into the region and maintaining it open as a pleasure drive for all time; just as the corporations of Manchester, Liverpool and Birmingham have built beautiful macadam pleasure roads around their distant water-supply reservoirs of Lake Thirlmere in the English lake district and around Lake Vyrnwy and Craig Goch in Wales. The long road into the region on an easy grade, will be a neces- sity for transportation of supphes to the dam and aqueduct build- ers and its continued maintenance will be a safeguard for prompt repairs. The Present Inaccessibility of Hetch Hetchy and the Few Who Enjoy It ( 1 80) Notwithstanding the Hetch Hetchy Valley has for some years past been one of the best advertised pleasure spots in the United States, by reason of appeals published by the Sierra Club and by various gifted writers, and notwithstand- ing the fact that during the month of September, after the mosquito pest is over, this valley is veritably a "paradise for campers," very few campers go there for pleasure and the number from outside the State of California is particularly small. The few soldiers who act as guardians of this part of the National Park keep a record of every visitor, whether tourist, cattleman or surveyor. In the year 1909, the Sierra Club widely advertised an excursion into the Hetch Hetchy, but even in that year and including the Sierra Club, which has a membership widely scattered thru the United States, the total number of visitors from June to September inclusive, in- cluded only seventeen persons from outside the State of Cali- fornia, and among these seventeen were only four whose homes were East from Chicago. The total number of visitors listed during the season of 1909, including the forest rangers, the surveyors employed by the City of San Francisco, the cattlemen from adjoining counties, and counting over and over again in the number of visitors the repeated visits of the city's surveyors and packers bring- ing in food supplies to the surveyors, aggregated only 269 persons for the year. In the year I 908 the official lists of visitors to the valley on file with the Department of the Interior shows the first entry about the first of June and the last entry on September 30th, and the records for the entire season show that only two per- sons from outside California visited the valley, both of these from Kansas. In the year 1910, the list begins on May 27th and ends October 3rd, and includes only sixteen persons from outside California, five of whom were from New York, one party of four from Philadelphia, one from Boston, and one, myself, from Providence. In the year 1911, the season opened late, owing to heavy snows and swollen streams. The Army Board of Advisory Engineers and the City Engineer's party, of which I was one, were among the earliest visitors and found mosquitoes too plentiful in the meadows to encourage early arrival. The first entry is July 1 0th, and the 1911 list shows many more visitors from outside the state than before, mainly because of a largely attended excursion of the Sierra Club on July 30th, which came in 185 strong, of whom 37 were from outside California and 148 were Californians, 20 from San Francisco. (181) Year by year the records show that by far the greater number of the visitors listed either came from the cities about San Francisco Bay or from the neighboring agricultural districts near the foot of the mountains. The reason for this small number of visitors from outside the State becomes plain to one after he has made the trip and found out about the inaccessi- bility, the hardship to one not accustomed to the saddle, and the expense; and if one has happened to time his camping on the valley floor during the mosquito season he cannot truthfully describe that part of the trip as a pleasure excursion. A pair of campers can hardly make the trip if bent on pleas- ure, in less than a week's time nor can they readily do it for a smaller expense than $200 for that portion of the journey be- yond the nearest stage line. My information on this is from Mr. Bartlett of Hamilton, who lives near the end of the good waeon road and supplies most of the visitors with saddle horses. What one finds there today is beautiful, but it is relativelv *ame and uninteresting in comparison with the far more grand and varied Yosemite. Adding to Hetch Hetchy's Attractions (182) The flooding of the valley floor, giving in its place a deeply sheltered lake with an outlet so planned that the bottom could never again become uncovered, would present features 148 THE GARFIELD PERMIT different from anything found in the Yosemite or elsewhere in Cahfornia. The flooding of the margins and the stocking of the lake with trout would cure the mosquito pest and would thus double or perhaps treble the length of season in which one can visit the valley with pleasure. There would be no mud left on the fore shore by the receding waters, the river here commonly runs clear, and since the shores will mostly be bare ledge, the change of level must certainly present even less objectionable features than the uncovering of the margins of the great reser- voirs of Boston, New York, Baltimore, Newark, etc., etc. Altho some of the most beautiful camp sites would be flooded, dozens of other beautiful camp sites would remain. Benefits of New Roads (183) The building of the road necessary for the city's works would open the region to hundred^ who could never enjoy it otherwise and considering the proportion of the visitors shown by the records to come from Greater San Francisco, the cities about the bay might well maintain this road as a permanent easy-grade road for pedestrians, carriages or auto- mobiles, and the State might well co-operate in making the por- tion of the road between, say, Groveland and the nearest rail- road point, a State road, and the Federal Government could well co-operate by improving the portion between the Yosemite, and say, Colfax Gate, so that the trip to the Hetch Hetchy Lake and its surroundings could form a part of the Yosemite tour. The city's road from near Groveland into Hetch Hetchy is being planned with the remarkably easy grade of 3 per cent, and curves nowhere less than 30', or 193 feet radius. (184) The city might further, at relatively small expense, develop the right of way for its steel pipe line across the San Joaquin Valley into a broad highway of extra width, beside the pipe lines, and set out double rows of shade trees on either side, perhaps leaving the roadbed for the State to maintain. This would add to the pleasure routes for the citizens of Central California and would provide a much better highway between the fertile agricultural districts of Modesto and Oakdale and the metropolis than any which now exists and also tend to better development of a broad strip of country on either side. The Garfield Permit (185) This permit was in the form of a communication by the Secretary of the Interior, addressed to the Commissioner of the General Land Office, dated May 1 1 th, 1 908, and con- cluded with an approval of the maps of location for the Lake Eleanor and Hetch Hetchy reservoir sites as filed by James D. Phelan and assigned to the City of San Francisco, SUBJECT TO FILING BY THE CITY OF A CERTAIN STIPULATION and the fulfillment of the conditions contained therein. These stipulations on behalf of the city appear to have been filed under misapprehension of the actual conditions. There was then no such understanding of the conditions as has since become apparent, and there was at that time no conception of such a plan as has since been worked out. The Garfield Permit contains various provisions which are now found to be contrary to the public interest, as for ex- ample, the following: Under Stipulation 3, San Francisco covenants to develop the Lake Eleanor site to its full capacity before beginning the development of the Hetch Hetchy site, and to begin the development of the latter only when the needs of the city and adjacent cities require this. To do this would be, under light of the present day, an economic blunder of the worst kind, wasteful of the city's funds and in gross violation of the principles of conservation of water supply. Seldom, if ever, has an economic fact been more plain than that it is logical, economical and in all ways proper to build the Hetch Hetchy dam first and to defer build- ing any high masonry dam upon the unfavorable, expensive Lake Eleanor site for fully half a century. In Stipulation 4, the city practically agrees without investiga- tion, to a validation of certain water claims as filed, without regard to the actual proper legal measure or to the question of beneficial use, and while the city has no disposition to interfere in the slightest particular with any right which these irrigation districts may possess, or to the fullest proper use of their prior- ities, it now appears plain that a question as to what these rights really are, if the question ever need be raised, should be left to the proper authority, the Courts of California. In Stipulation 5, the City and County of San Francisco agreed to in no way interfere with the storage of flood waters in other sites than Hetch Hetchy and Eleanor, thereby appar- ently denying to itself the right common to any citizen to file on any unappropriated waters and to put them to beneficial use. In item 6, the City agreed, on request, to sell to the Modesto and Turlock Irrigation Districts for the use ot any landowner for pumping sub-surface water, for drainage or irrigation, any excess of electric power which may be generated, such as may not be used FOR THE WATER SUPPLY PROVIDED FOR, and for the actual municipal purposes of the City and County of San Francisco, which purposes should not include sale to private persons or corporations, at such price as will actually reimburse the city only FOR DEVELOPING AND TRANSMITTING the surplus energy thus sold, etc. The city at present does not propose to undertake any power development, but the time may come when these power rights may be a profitable source of revenue, and in view of the bur- den that the city must undertake in building the proposed dam and aqueducts, it is manifestly unjust to deprive it of any proper source of lightening this burden. In Stipulation 8, the city agrees whenever it begins the devel- 149 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO opment of the Hetch Hetchy site, to vigorously complete a dam at least 1 50 feet high and to release, for the benefit of the irri- gation districts at Modesto and Turlock, any surplus water that this dam might contain not required for the use of the city AT A PRICE NOT TO EXCEED THE PROPORTIONATE COST CHARGE- ABLE TO THE VOLUMES THUS LIBERATED. This would compel the city to store water and deliver it to the Modesto and Turlock districts in the reservoir which it had built at great expense, in preference to delivering it to land- owners and truck farmers within or near its own borders, and since the permit names the only customer to whom the city could rent irrigation water, it is not probable the city would get much of a return. ( 1 86) The outlook and the state of the art have moved so fast that the Garfield Permit has become practically worthless for the needs of the city, and a new permit should be drawn in accordance with the scope of the works proposed in the opening paragraphs of this report. 150 THE REAL VALVE OF THE HETCH HETCHY COMPARISONS OF THE UPPER TUOLUMNE RIVER WITH OTHER POSSIBLE SOURCES Misunderstandings The misunderstandings and opposition which led to the terms of the Garfield Permit prompt some further statements as to why the Hetch Hetchy Valley should be made available for the public water supply of San Francisco and its neighbor- ing cities. From the studies reported on the preceding pages and in the various appendices, it can be proved that by taking any source for its future water supply other than those found above the Hetch Hetchy, Eleanor, Cherry and Poopenaut reservoir sites, the San Francisco District would waste cer- tainly more than ten million dollars; ultimately perhaps more than thirty million dollars, because of the greater cost of obtaining from the next best source, the additional amount of water that will surely be required long before the close of the present century ; and it is a matter of plain common sense that an extra burden of ten or twenty or thirty million dollars should not be placed on the tax payers and other citizens of the cities around San Francisco Bay merely to satisfy the peculiar views of a few solitude lovers or in order to meet the unreasonable demands of some sentimentalists who have been led astray by misstatements of the case and who have had no direct knowledge of the facts. No Source is Superior in Quality to the Hetch Hetchy Plainly, it is an absolute impossibility to obtain a softer, better or more pure water supply than from the Upper Tu- olumne and plainly it is impracticable to secure a cleaner reservoir site, or one that will possess a larger proportion of bare granite walls all the way between the high water and low water limits. Nor is there known to exist within reach on any of the other California rivers a damsite which gives so large a volume of storage for an equal quantity of masonry, as the Hetch Hetchy. The location of these reservoirs within a national park tends to better sanitary control for all future time and the fact that their catchment lies almost wholly within national forest reserves also tends to remove the possibility of a pol- lution that might follow private ownership of the lands, and their location within the granite belt of the high Sierras pre- vents all possibility of pollution from future mine wastes or smelting works. The granite bed rock of this particular region appears to have been scraped more clean by glacial action than in locali- ties farther north in the Sierras. There is less covering of earth or decomposed rock and never have I seen so clean a gathering ground for domestic water supply as that, for ex- ample, around Vernon Lake. To an engineer familiar with water supply problems, this Hetch Hetchy site is simply ideal, and indeed its value for this purpose is so obvious that when the then principal Cali- fornia hydrographer of the U. S. Geological Survey, Mr. J. B. Lippincott (now Assistant Chief Engineer of the Los An- geles Aqueduct), first explored its water resources a dozen years ago, he perceived its special value to San Francisco and urged the City Engineer (then Mr. C. E. Grunsky) to take steps to secure it. There is a remarkable absence of good large reservoir sites elsewhere on the Stanislaus, the Mokelumne, the American and Cosumnes rivers, as can be seen unmistakably by studying the maps of the U. S. Geological Survey. The Real Value of the Hetch Hetchy The Hetch Hetchy Valley has no conceivable important value except for the two purposes: ( 1 ) Scenery ; (2) Water supply. By care in the designs, the use for water supply can be made to add greatly to the scenic value, and the large ex- penditure which ordinary water rates permit upon develop- ment work, can bring the scenic beauties of the Hetch Hetchy Valley within reach of a hundred-fold more people than would otherwise find it possible to enjoy them during the next quarter or half century. Without the use for municipal water supply to carry the heavy burden of cost of building a good road into this dif- ficult region (a million dollars of the estimated cost of the Hetch Hetchy supply will go for road building), it can be plainly seen from the demands of populous regions now poorly served and properly having the first call upon the public funds for good roads, that the Hetch Hetchy Valley will in all probability continue during the next half century under just about the same difficulty of access and in just about the same condition of neglect as we find it today. Present Neglect and Why Notwithstanding all of the advertising this valley has had generously bestowed upon it during the past five years in the magazines, newspapers, pamphlets and circulars by literary artists and solitude lovers, and thru skilfully drawn confidential appeals for every nature lover to write a letter of protest to his Congressman, and a campaign presumably financed in part at least by those who have a source of their own to sell, the 151 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO total number of tourists from outside the Stale of California who have visited the Hetch Hetchy Valley during the season of 1912 to August 15th, comprises only two tourists (from Missouri), and these came in as guests of a party from San Francisco. The survey party of the City of San Francisco together with the city officials, army officers and soldiers gath- ered in the valley on August 1 5th to examine the proposed heights of flowage and verify the city's boundary lines, was probably the largest number of white men ever assembled in this valley at one time, save on certain much advertised excur- sions of the Sierra Club. One reason why so few visitors come is that until late in the season the valley now is infested with mosquitoes which breed in the pools left by the receding June floods, so that commonly no comfort can be found here until near the time of year when school and college open and the California vacation season is mostly over, but with the meadows perma- nendy flooded the mosquito pest would be at an end. An- other reason is the absence of any wagon road and the rough- ness of the trail. Still another reason is that except for greater solitude it is inferior to the Yosemite Valley, while of the same order. Convert this valley floor and the valley just downstream into permanent mountain lakes in which the cliffs are mirrored, and this valley will then have a charm of its own. Wasting a Great Gift of Nature To prevent the use of the Hetch Hetchy Valley for water storage purposes will waste one of the great natural resources of the State of California. By no other means can a large part of the flood waters which now at times cause harm and add to the dangers of bursting the dikes of the wonderfully fertile, reclaimed tule lands along the lower San Joaquin River, be made useful, for nowhere else is there opportunity within financial reach for building so large impounding reservoirs to restrain these flood waters and make them useful instead of dangerous. The City's Property Rights and the Public Good In all of this discussion it must be remembered that the City of San Francisco now owns in fee simple, by far the larger part of the areas in the Hetch Hetchy, Eleanor and Cherry Valleys which it desires to flood for reservoir purposes. So little has the extent of the city's ownership been realized in the absence of plainly marked boundaries that the federal soldiers who care for this park have for years established their camp on lands which the city owns and the telephone poles of their patrol lines are planted on the city's ground and their horses are pastured upon it, and it is land owned by the City of San Francisco that the Sierra Club has camped upon in the campaign of opposition officered by a few of its members. For the Federal Government to deny to the city the oppor- tunity to purchase or exchange other land which the city owns withm the national forest for the small additional area of Fed- eral land required for damsite, rights of way and additional marginal flowage, would be at variance with precedent and would injure some hundreds of thousands of good citizens of the United States, by increasing their water rates and taxes for the benefit of a dozen or so of solitude lovers, or would aid the would-be vendors of some half dozen other less desirable water sources, and in effect such action by the Federal Govern- ment would simply smother and destroy the value of the city's property rights in these lands. For every acre of ground that the city desires to obtain from the United States it offers in exchange land intrinsically just as good or better, for these exchange lands are patented lands and naturally the early settlers picked the choicest spots. The roads which the city will build into the valley at a cost of about a million dollars will always remain of great value to the Federal Government and to the citizens of the whole country and the proposed scenic road and the first-class easy grade wagon road into the valley with continuation to Eleanor and Cherry on which the city is ready and willing to expend about a million dollars are plainly of great public bene- fit and would open up views now available only to a skilled mountain climber, and in addition be of great benefit to the Federal Government in giving better access to the public lands and for its forest ranger and fire guard service. Because of being built first as a railroad roadbed it will have the remark- ably low gradient of 3 per cent, and curves not less than 1 93 feet radius. Comparison of Sources for Future City Water Supply Some of the above statements are so strong that to one unfamiliar with the situation they may appear prejudiced, but all are open to proof and in the following pages it will be attempted to discuss the merits of the respective schemes for bringing an equivalent water supply to San Francisco, in a manner free from all prejudice and without abstruse techni- calities. The starting point in estimating the requirements of a future source for a rapidly growing city is the quantity of water required. During the ten years between the census of 1900 and that of 1910 no large city east of the Rocky Mountains increased its population by so large a percentage as Greater San Francisco, notwithstanding its ordeal of earthquake and fire. Forty-seven per cent increase in 10 years was its record and the recent school census indicates five per cent in each of the two years since the Federal census and there is a certainty of still more rapid growth to come with the opening of the Panama Canal, subdividing of the old wheat-fields into irri- gated farms and expanding trade with the Orient. 152 VALUE OF SOFTNESS OF WATER IN COST OF SOAP In the preceding pages it has been demonstrated that San Francisco, because of its salt water surroundings, the demands for irrigation in a semi-arid chmate and the increase in intensive farming, must look farther into the future when planning its water supply for all time than most American cities, and on pages 77 to 80 preceding, it has been demonstrated from very conservative estimates of future growth in population and increased consumption, that more than 400 million gallons daily of additional water supply will be needed by the cities around San Francisco Bay before the end of the present century, possibly within fifty years. Plainly, it is better to plan a single line of progressive de- velopment, as Boston, New York, Los Angeles, Seattle, and many other cities have done, than to seek smaller scattered supplies — a new one every 20 years — for there are disad- vantages of extra cost in the management of scattered sources, which promise to far overshadow any possible advantage in a diversity which might lessen the chance of interruption to the supply. A far better line of such progressive development is possible from the Tuolumne than from any other river or combination of rivers. It has been shown on pages 65 and 67 that with the great storage found in Crystal Springs reservoir with flow line raised to an elevation of 305 feet above mean sea level and with Lake Chabot raised to elevation 350, there will be a suffi- cient reserve to reasonably meet all risks of accident to the outlying aqueduct, and therefore it becomes plain that a single line of pipe with its lower cost of maintenance and much smaller first cost will satisfy the conditions. The search for a future additional source may therefore be directed to a single source or a combination of neighboring sources that can be brought into the city in a single main line of new aqueduct. It has been demonstrated (see Appendix I 7) that from 400 to 500 million gallons daily can be obtained from these four reservoirs on the upper Tuolumne without injury to the present or prospective irrigation or injury to the navigation and that this water can be made to flow by action of gravity without pumping, into either the enlarged storage reservoirs at Crystal Springs and Lake Chabot, even after these have had their dams raised to the maximum height; or that by slightly thick- ening the steel pipes to withstand a somewhat greater pressure this water would flow by gravity to the proposed San Miguel reservoir near the center of San Francisco at 400 feet above sea level. What other possible source presents superior or equal ad- vantages to the Upper Tuolumne? Advantages of Gravity Flow and Softness The cost of pumping each 1 00 million gallons daily of a future supply with the most economical plant up a lift of 280 feet in vertical height would be nearly $300,000 per year, which, capitalized at 6 per cent to include ultimate wear- ing out and renewal of plant, amounts to $5,000,000, and for the future supply of 400 million gallons daily presents a handi- cap of $20,000,000 against a source like the McCloud, Feather, or filtered Sacramento water, which has to be pumped. In its remarkable softness, the Hetch Hetchy water presents an advantage that can be reckoned in dollars and cents in saving in soap, to say nothing of its greater value for the human system or for non-formation of scale in steam boilers. Whipple, one of the foremost authorities in the world on quality of domestic water supply, shows by careful estimate (see pages 26-28, Whipple on "The Value of Pure Water", Wiley, N. Y., 1907), that for water with increased total hardness of 80 parts per million (as calcium carbonate) and with the assumption that soap is applied to an average of only one gallon per capita per day, the capitalized cost amounts to about $8.00 per million gallons of the total supply. Multi- plying this by the present 37 million gallons used daily in San Francisco by 365 days per year we find a handicap of about $108,000 per year against the present source. This figure would not apply to a comparison of the Tuolumne against the Stanislaus, Mokelumne, American and other river waters, which also are soft, tho probably not quite so soft as the Upper Tuolumne. Whipple found by many experiments that one pound of average commercial soap would completel}] soften 167 gallons of water with a total hardness of 20 parts per million, like the stored Hetch Hetchy water, but would complalely soften only 45 gallons of water with an average hardness of 100, which Hazen finds for the probable average of the present Spring Valley supply, or would compleiel}) soften 76 gallons of water with a total hardness of 55 parts per million, like that of the Sacramento at Rio Vista, the best point of diversion for ^ filtered supply. This difference on a future total supply of 400 million gallons daily, witK a hardness of 55 versus a hardness of 20, is 35x0.10x365x400^ $511,000 per year for the whole metropolitan water district, which is 5% interest on ten million dollars, which is a proper handicap against the Sacramento River source in the ultimate development. Differences in methods of determining hardness require caution in application of Whipple's results to ordinary statistical data on hard- ness, etc. Also, see pages 62 el seq. of Whipple's book, above quoted, for disadvantages ot" hardness in a water for industrial uses. The Hetch Hetchy water is unexcelled in softness, for its catchment and point of diversion are all within the granite of the Upper Sierras, where vegetation and soil cover are scant, and hardness of water is supposed to be caused by the solvent action that water containing carbonic acid has on soils con- taining lime. The ingredients of swamp water and hme are here conspicuously absent. 153 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Why Use of Hetch Hetchy Should Precede Eleanor or Cherry Before attempting to answer the question of the preceding paragraph we may pause a moment to discuss the conditions of the Garfield Permit, which recognized the merits of the Upper Tuolumne but required leaving Hetch Hetchy until Lake Eleanor and Cherry had been developed to their fullest capacity. The chief reasons why the Hetch Hetchy should be de- veloped first are : ( 1 ) That this site will yield twice as much water as the two others combined, from a better basin, for about the same expenditure on construction ; (2) The proposed water supply development will at the same time make the scenery of this valley accessible to the public and greatly diversify and improve it. There is no good reason why the city should spend the $200,000 which will be approximately the cost of a good broad wagon road about 1 3 miles long from the Early In- take into the Hetch Hetchy Valley, which happens to cover over the most expensive miles for the entire route easterly from Groveland, unless this road is to be soon used for the de- livery of cement and building materials and other supplies to the Hetch Hetchy Dam and the adjacent tunnel portals, and of course it would not build the scenic road and the wagon road from Hetch Hetchy across the divide to Eleanor. Suppose the order of construction were to be as specified in the Garfield Permit and that because of the enormous ex- pense involved in high masonry dams on the unfavorable Eleanor and Cherry sites (see page 8) aggravated by the steep, long haul of cement to reach them, that earth dams about 90 feet high, each giving 50 feet maximum available depth of water were to be built. The first work would be to build a wagon road about 1 miles long on a canyon-side grade averaging 5 per cent (in places 6 per cent) to over- come the 2,500 feet of vertical rise from Cherry mouth to Lake Eleanor. The aqueduct from the Cherry Dam to Early Intake would be about 1 miles in length, passing Eleanor at a level about 200 feet below its outlet (wasting this 200 feet of fall for the Eleanor discharge) and comprise probably 6Y2 miles of tunnel. Proceeding southerly, it would follow the con- tour of the hill to the top of North Mountain, opposite the Early Intake, from which a thin steel pipe carrying the water at high velocity, provided with air inlets to prevent collapse if suddenly emptied and having a gate at only its upper end, would descend the slope to the Early intake ; or if power development was to follow, use might be made of two thicker pipes. From the Early Intake to the city, the aqueduct for Cherry and Eleanor water would in all respects be as proposed in the present plans, save that pipes of much smaller capacity would be laid across the San Joaquin Valley and across the head of San Francisco Bay, to be paralleled some years later by other pipes; for the quantity of water from Eleanor and Cherry would soon be outgrown when distributed among all of the communities around the Bay that are clamoring for more water. These Eleanor and Cherry earth dams with 50 feet avail- able water depth would together store about 24 billion gal- lons and the yield from the two watersheds in critical years like 1897 and 1898, after providing for the irrigation pri- orities at Turlock and Modesto, would be at most about 80 million gallons daily. On the other hand, the one Hetch Hetchy Dam, built to the partial height more recently proposed, shown in a draw- ing near the end of Appendix 9, and with its flow line at ele- vation 3670, would store about 50 billion gallons and yield about I 50 million gallons daily. The extra cost of the long aqueduct line from Eleanor and Cherry to the Early Intake, which would contain about bYz miles of tunnel between Cherry outlet and North Mountain, plus 3 or 4 miles of cut and cover aqueduct, and nearly a mile of steel pipe over very rough, steep ground, would largely, if not wholly, absorb the difference between the cost of the two low earth dams at Eleanor and Cherry and that of the proposed low masonry dam at Hetch Hetchy. By thus utilizing Eleanor and Cherry first we would have secured the yield of only 193 square miles of watershed, controlled by earth dams, instead of the catchment from 459 square miles of the superior Hetch Hetchy watershed, con- trolled by a massive masonry dam. As already stated, the total cost would be about the same with Eleanor plus Cherry as for the alternative Hetch Hetchy, but the quantity of water available in the first case would be only about half that from the Hetch Hetchy and there would not be water enough left after supplying the immediate needs of the communities around the bay, to encourage the build- ing up of a temporary garden irrigation service from the sur- plus water until required for domestic service, as is proposed in the plan now recommended, in which Hetch Hetchy Dam is built first of all and the earth dams at Eleanor and Cherry immediatedly afterward, the Popenaut Dam soon follovving and the conduit and tunnels along Cherry Creek and North Mountain omitted entirely. There is some scenic advantage in building the wagon road to Cherry across the low ridge separating it from Eleanor and in building the wagon road to Eleanor by a zig-zag of wide sweep around the bold mountain projection at the north end of the Hetch Hetchy dam, from a half mile to a mile 154 CLASSIFYING ALTERNATIVE SOURCES IN TWO GROUPS. in the length of each leg of the course, making the turns in the little valleys half a mile upstream and down from the dam and obtaining, as the 1 ,5 00-foot climb at 5 per cent is made, a series of broad and beautiful outlooks up and down the Tuolumne Canyon and along the two proposed lakes. Disadvantage of Steel Pipe Lines for Large Supplies Compared With Tunnels A fundamental technical feature which appears not to have leen fully appreciated by some of the amateurs who have discussed future water supply conditions for San Francisco is that there is a critical size above which tunnels are much cheaper than steel pipes, and that there is a practicable minimum limit in lessening the diameter of a long tunnel because of the necessity of having it large enough for men of ordinary size to work comfortably with machine drills, and the necessity of having a long tunnel wide enough for two good size muck cars to pass. Eight feet in diameter is about the smallest diameter which it is profit- able to use in a very long tunnel. An eight-foot tunnel, smoothly lined with concrete, will carry on our common hydraulic gradient of eight feel per mile about 330 million gallons daily. In good sound rock under our average conditions an eight-foot diameter tunnel will cost about $28 per lineal foot, exclusive of profit, heavy plant and overhead and administra- tion charges. This minimum, long tunnel thus costs about $150,000 per mile. An unlined steel pipe of ordinary riveted construction to fit the same cost per mile in this rough country and with a shell one-halt inch thick to resist pressures, would have a diameter of about six feet or six and one-half feet, and this pipe would convey less than 100 million gallons daily after a few years old, or less than one-third as much as the smoothly lined tunnel, and the pipe is perishable while the tunnel is perma- nent. This principle largely explains why the Freeman project, bringing 400 to 500 million gallons daily to the edge of the San Joaquin Valley, near Oakdale, and from 200 to 240 million gallons daily all the way to San Francisco, costs but little more (and even less when pumping costs are capitalized) than the Grunsky and Manson projects, which brought only 60 million gallons daily into the city, and the same principle explains the vast increase of cost that follows splitting up a main aqueduct line for 200 million gallons, or especially one of 400 million gallons daily capacity, into several branches leading to different reservoirs. The Steep Gradient Lessens Cost of Hetch Hetchy Aqueduct On the Sierra division of the Hetch Hetchy aqueduct and also in the long steel pipe crossing the San Joaquin Valley, it is found possible to make use of steep slopes of from 8 to 10 feet per mile, which give high velocity and lessen the necessary diameter and cost of the aqueduct. No other pro- ject presents so great advantages as the Hetch Hetchy in this respect. 155 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The Two Groups of Sources Proposed Note by the above map that the above possible sources divide naturally into two groups: ( 1 ) Tuolumne, Stanislaus, Mokelumne, American Co- sumnes. (2) Eel, McCloud, Feather, Yuba and filtered Sacra- mento water from Rio Vista. Note on the map the relative length of the different aque- duct lines and that none except that from the filtration project is shorter than the Hetch Hetchy aqueduct if all have their respective points of diversion similarly carried back into the higher altitudes to secure equal sanitary quality of the water or equal opportunity for power development. The Tuolumne water taken at Jacksonville or opposite the site of future Power House No. 1 would be equivalent to that of the Stanislaus diversion just above Robinson, shown above. Note that if the McCloud, Feather and Yuba Rivers water must be filtered because of taking them from a running stream and pumped because of low altitude and delivery at sea level, one might as well pick up these waters at Rio Vista, on the Sacramento River, except for somewhat more serious pollution from sewage of the valley towns. Pollution far more serious is satisfactorily removed by filtration from the water supphes of Washington, London, Hamburg, Albany, Lawrence, Phila- delphia, Providence, etc. This map shows evidence of nothing more direct or with a cheaper aqueduct than the Tuolumne when extra length for going back to equal altitudes and when costs of pumping from low altitudes are given due weight in the comparison. 156 COMPARING THE ALTERNATIVE SOURCES BY CROUPS Grouping the Alternative Sources and Aqueducts Returning to the consideration of other possible sources than the Tuolumne, the opposite map exhibits in outline all of the projects that have been seriously proposed and all that could by any possibility be practiacble for supplying the large quantity of water that will soon be needed by the pro- posed Metropolitan Water District. A series of large scale composite maps made up chiefly from the topographic sheets of the U. S. Geological Survey showing each aqueduct route has been prepared for the Ad- visory Board of Army Engineers. These possibilities for supplying 200 or 400 or 500 mil- lion gallons daily to the San Francisco district are naturally divided into three groups: First Group The Upper Tuolumne Group. The Upper Stanislaus. The Upper Mokelumne and Blue Lakes. <( The Upper Cosumnes and American. \ Which is sufficient for 400 ) or 500 million gallons daily. ''Which possibly could be combined so as to give the 400 or 500 mil. gals, daily by utihzing a large number of small scattered reservoirs and long branch aqueducts or lines of steel pipe. Each of the above is a mountain source. All are much alike in quality, if taken far enough back toward the crest of the Sierras to have the catchment area in the granite and to be above the region of mining operations. Each could apparently be brought down the mountain slope from the point of diversion, in tunnels or pipes delivering at a sufficient alti- tude to permit crossing the San Joaquin Valley in a steel pipe of the same diameter as that in the Freeman Plan and thus delivering into the same Coast Range Tunnel and thus reaching the same points and elevations in the cities around the bay as presented on pages 112, 113 and 114; but there are important differences in the merits and costs of these al- ternative sources which will be discussed later. Second Group of Alternative Sources A second group, with many points in common, comprises the Eel River, the McCloud River, the Feather River and the Yuba River, and along with them it is convenient to study the project for a supply of filtered water to be taken from the Sacramento River at Rio Vista by the shortest of all of the aqueducts. From the Eel River source the direct route would be thru a tunnel under the Golden Gate, but the uncertainties and cost attending this particular point of crossing are such as to exclude this crossing from serious consideration in the absence of extended diamond drill borings, profound geological studies and other studies, the cost of which is not warranted under pres- ent circumstances, so if the Eel River is to be considered at all it must come around by Carquinez Straits, like the proposed McCloud and Feather River aqueducts. By reason of dis- tance, difficulty, cost, pumping, power interference and of presenting only half the quantity ultimately required it quickly may be ruled out. The McCloud, the Feather and the Yuba aqueducts must each cross Carquinez Straits, a mile in width, presumably in a deep tunnel, the quality of rock for which has not yet been explored, or, like the Sacramento filtration project from Rio Vista, must cross the deep, soft peat and silt beds of the Sac- ramento River over Sherman Island, subject to all of the flood dangers which continually threaten and not infrequently de- stroy the present dikes of the lower river. No one of these sources can deliver its water to Lake Chabot, Crystal Springs or the city's reservoirs without pump- ing, and in the case of the McCloud, the Feather and the Yuba River sources in order to insure the city against inter- ruption from earthquake or accident at the various river cross- ings, with their slow repairs (as well as for sanitary detention of water taken from a running stream) , it would be neces- sary to establish large storage reservoirs by building the pro- jected Pinole and San Pablo reservoirs for the Oakland group of cities, and to maintain the Crystal Springs Reservoir sub- stantially full and with reduced draft, in order to maintain a proper reserve for San Francisco. The Cost of Pumping for the Northern Sources No one of these northern sources gives promise of an amount of water power development in connection with the municipal supply sufficient for lifting this large quantity over the hill of the Diablo Tunnel route into Oakland, or for hfting the water into the distributing reservoirs of San Francisco. In pump- ing near the city by power developed from the fall of the same water down the mountain slopes each foot of lift requires about three feet of fall. Even if electric power were available there are large yearly costs for labor, operation, maintenance and obsolescence of electric power stations and pumping stations. The mere cost of pumping is an enormous handicap against a source which requires pumping as against a grav- ity supply. The pressure in the pipe beneath the harbor should be kept at a minimum as recognized in Mr. Hazen's report upon a filtered supply from the Sacramento in order to minimize the difficulties of crossing in water 60 feet deep, and the tendency of flexible or other joints to leak, and this necessitates large 157 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO pumping plants located in San Francisco for lifting the water from any one of these sources into the distribution reservoirs and service mains. The cost of pumping Is discussed in the Hazen Report on a fihered supply from Rio Vista, so far as getting the water across the harbor, but no estimate was presented by Mr. Hazen for the further cost of liftmg it mto the several distribution reservoirs, except to state that some would be pumped to less than 300 feet, and other portions much higher. The prob- able cost of the city pumping station and machinery for 60 million gallons daily would probably be between $1,500,000 and $2,000,000, this station naturally being more ornate and costly than a pumpmg station out in the country, as at Antioch. He finds for his proposed Antioch Station, for a daily average of 60 million gallons, for 280 feet lift and about 4,000 water horsepower, with four 20-million gallon pump units, a probable cost for the pumping machinery of the most efficient type, about $ 600,000 For steam boilers, about 50,000 For a very cheap and simple station building, foundations, connections, and all auxiliaries, at about $300 per water horse- power 550,000 Total for average of 60 million gallons daily $1,200,000 or $20,000 per million gallons of average capacity. For a delivery of 200 million gallons daily the pro rata cost is $4,000,000 For a delivery of 400 million gallons daily the pro rata cost is 8,000,000 But beyond this a large allowance must be made for capitalization ot" operating and maintenance costs and renewals. For an average lift of 270 feet a cost of 3 cents per million gallons per foot, or $8.10 per million gallons for the whole height. At 60 mil. gals, per day this amounts to $486 per day. At 60 mil. gals, per day this amounts to $ 177,400 per year. At 200 mil. gals, per day this amounts to 591,000 per year. At 400 mil. gals per day this amounts to 1,182,000 per year. Capitalized at 6% to also cover depreciation, these amount to: for 60 million gallons daily. $2,960,000 " 200 " " " 9,850,000 " 400 " " " 19,700,000 or the mere cost of pumping 400 million gallons daily to an average elevation of 270 feet repre- sents interest and depreciation at 6% on an in- vestment of nearly 20 million dollars, which must be progressively credited to the gravity supply as consumption increases, in comparison with a pumped supply. This disadvantage of pumping is alone enough to turn the scale in favor of the Tuolumne as against the best of the pumped sources, tho built at half its estimated cost! Sanitary Necessity for Filtration or for Detention Reservoirs Since each of these three northern sources presents no op- portunity for the aqueduct to draft directly from a great reser- voir at the outlet of the watershed, in which there would be detention sufficient to destroy the danger of pathogenic germs from the various human activities on their watersheds (which are in each case populated to a much greater extent than the catchments on the Upper Tuolumne) the water must of neces- sity either be filtered or must be detained in very large reser- voirs to be built in the Pinole and San Pablo Valleys, or in the enlarged Lake Chabot. Objections to Open Storage. Experience shows that a transparent water like a filtered supply or a ground water supply can seldom be stored in the open sunlight in a warm climate without developing vegetable growths, algae and micro-organisms. Under the brilliant and remarkably constant sunlight of California, trouble may be anticipated from organic growths that may give rise to bad tastes in waters stored in the low- land temperatures inland from the sea-fog belt. It is desirable to avoid this so far as practicable, and preference should be given a source which has its great storage reservoirs in the cooler mountain altitudes, and with which the city reservoirs can be regarded chiefly as emergency reserves and not a neces- sary part of the circulation. The Objectionable Harbor-Crossing In order to bring water from either the McCloud, Feather, Yuba or from the Sacramento filters into San Francisco, pipes must be laid beneath San Francisco Bay at a point where the water is now about five miles in width, and sixty feet deep for two miles of the way, but this distance could doubtless be shortened to about three and a half miles by means of building an embankment projecting out into the horbor, similar to the Oakland Mole. This crossing of the harbor presents a very serious objec- tion, altho not an insurmountable one, for there are various expedients, all of them very expensive, by which this crossing can be made and there are many risks of accident while carry- ing on this work of construction in the harbor. In each case, at still greater expense, this harbor crossing can be avoided entirely by adding about thirty miles to the length of the San Francisco pipe line and many million dol- lars to its cost, conveying the water southerly thru Oakland, Hayward, Alvarado to Dumbarton Point and there cross- ing near the present Spring Valley crossing, where the cur- rent, depth and disturbance by navigation are all much less than between Alameda and Potrero Point. This extra length of course involves largely increased cost of pumping to over- come the friction of the longer pipe. Comparison of the Stanislaus Source With the Upper Tuolumne As will be seen by the map, the Stanislaus catchment area adjoins that of the Tuolumne and like it extends to the crest of the high Sierras. 158 OBJECTIONS AND COMPARISONS It was arranged by the Special Water Committee in May, after the breakdown of Marsden Manson, City Engineer, from overwork, that Mr. C. E. Grunsky investigate this source and his report can be found in Appendix 1 0. Mr. Grunsky had long been personally familiar with this territory, first as assist- ant State Engineer, charged with investigating the conserva- tion of the river waters ; next as engineer of a special board appointed to study the rivers, and while he was City Engineer, had reported upon its possibilities for water supply to San Francisco eleven years ago. From this experience he ap- parently had become so impressed with the inferiority of this source in comparison with the Upper Tuolumne that the report of investigation which he placed on file with the Ad- visory Board of Army Engineers on August 1, 1912, goes into detail and definite quantitative study of the possibilities of this source of supply with much less completeness than may perhaps be necessary for making one understand the situation who is not already as familiar with it as Mr. Grunsky. His earlier studies were for a supply of 60 million gallons daily for San Francisco alone. He now works out on paper a project from which he believes 200 million gallons daily could be taken to San Francisco after supplying irriga- tion needs for 143,000 acres, his point of diversion being near Robinson's Ferry, above Coyote Creek, where a low divert- ing dam would be built at an elevation of about 850 feet above sea level and from which point the water would be carried by tunnel and covered masonry cut and cover con- duit to some point on the river southerly from Knight's Ferry, where it would drop to about the same level on the bottom land of Dry Creek, at which the pipe line for crossing the San Joaquin Valley began in his project of eleven years ago, which is shown diagramatically on page 1 39. I have relied wholly upon Mr. Grunsky for the informa- tion in this case and have not visited the damsites or the aqueduct location, altho familiar with this river at Knight's Ferry. In order to shorten the Stanislaus aqueduct the diversion of the Stanislaus water is made relatively much farther down the valley than I have proposed in the case of the Tuolumne. In this no advantage is presented by the Stanislaus over the Tuolumne, for the Early Intake of the Hetch Hetchy aque- duct might be placed much nearer the city except for the purpose of safeguarding the purity of the water. There are no important reservoir sites available for supply- ing the City of San Francisco from the Stanislaus until one goes much farther back in the mountains than the proposed point of diversion. It is said there are possible reservoir sites on the North Fork near Ramsey and at various points on the headwaters, but each has only a small catchment area. On the Middle Fork there is said to be a reservoir site at Donald Flat, also sites for three small separate reservoirs on small catchments above it, and on the South Fork above Long Camp there are three sites presented but each has small catch- ment. A study of the topographic maps of the U. S Geological Survey, without visiting the ground, makes it very plain that there is no such opportunity for storage upon the Stanislaus as upon the Tuolumne. The Stanislaus tributaries and reservoir sites are already largely developed for electric power generation and supply the street railway system of San Francisco, therefore no future opportunity for power generation is open to the city in conection with the aqueduct comparable with the opportunity for developing more than 157,500 horsepower, of 24-hour power, presented at the three consecutive sites along the Hetch Hetchy Aqueduct. My own preference for developing a Stanislaus project if this were advisable, would be by beginning the aqueduct farther back in the mountains and conserving the head thru tunnels of large size, all the way to the beginning of the San Joaquin crossing, so that this pipe could be put under a suf- ficient head to carry across the valley on about the same line and grade that I have proposed for delivering the Hetch Hetchy water to the city by simple gravity flow without pumping. There is no large storage reservoir possible near the point of diversion. Note upon the map of this Stanislaus aqueduct route the long distance of the point of diversion downstream from the region under storage control and note the small catchment area for each reservoir. These facts show up much more plainly on the topographic sheets of the U. S. Geological Survey than on the small scale maps of the Stanislaus catchment here presented. Mr. Grunsky presents no surveys of reservoir sites and no definite location for tunnels 7'/2 rniles in length or for the masonry conduits 22|/2 miles in length, none of which appears to have been prospected on the ground. Still for present pur- poses a tolerably close approximation to its least possible cost can be made by assuming that the lay of the land and the geologic conditions are favorable thruout, thus putting this competition in its best possible light. His estimate of cost for conveying 200 million gallons daily to the city from the Stanislaus aggregates $39,566,720 of which, however 9,278,000 is comprised by his capitalized cost for operat- ing the pumps at Altamont, for 60 million gal- lons daily, thus leaving $30,288,720 as the cost of structures and lands. The figure of $39,566,720 for 200 million gallons daily from the Stanislaus is the one that should be compared with the cost of a supply from the Hetch Hetchy of 230 million gallons daily, including tunnels capable of conveying 400 or 500 million gallons daily. 159 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO In his estimates the cost of all parts of the work from the Altamont Pumping Station to the point of delivery in San Francisco, comprising about one-half of the whole, are taken from the report of Hunt & Van Norden on the Tuolumne project, dated October, 1911, but with 5 per cent more added for engineering and incidentals than m that report. His estimated cost of reservoirs appears to rest on no definite designs, and like that for aqueduct might prove much greater after definite surveys like those already made for Hetch Hetchy, Eleanor and Cherry. Altho all assumption like this and all of the unit costs be scaled down to the lowest reasonable limit, the cost cannot be figured down to a pomt which will make the Stanislaus attractive in comparison with the Hetch Hetchy. The fact stands out clear and unmistakable that this source is less desirable for the San Francisco Metropolitan Water District than the upper Tuolumne source, by reason of ( 1 ) The much smaller quantity of water available. (2) The taking of the water from a running stream where it might be subject to typhoid or other infection during a long course, unless filtered or held long in a detention or storage reservoir at the city end. (3) The small scattered reservoirs far upstream from the point of diversion. (4) The lower altitude of the proposed point of diversion necessitating more expensive pipe and conduit line across the San Joaquin Valley, unless one places the point of diversion farther upstream, which would increase Mr. Grunsky's esti- mate of cost. (5) The fact that the best power sites in this drainage area are already occupied by the important hydro-electric de- velopment supplying power to San Francisco's street railway system, and that no future important hydro-electric power de- velopment could be available to the city. (6) Irrigation development is now being actively promoted, and apparently there is less water than land available, whereas on the Tuolumne there appears to be a large surplus after sub- stantially the whole land area possible has already been covered by the irrigation district, with many years of experience to prove out the actual needs and the dangers of over-irrigation. There- fore these Stanislaus irrigation districts are in a position to put up a far more effective opposition to diversion to a distant locality than the Turlock and Modesto districts under present conditions. (7) In Mr. Grunsky's provisional Stanislaus plan, the water must be pumped over the Altamont Pass, but presumably all pumping could be avoided by delivery into an aqueduct such as I have proposed thru the Coast Range from near Tesla to Irvington for the Hetch Hetchy, save that it would hardly pay to incur the great expense of such a long and difficult tunnel for the smaller amount of water which the Stanislaus can furnish alone. I have not had opportunity for designing and estimating such a project in detail, but I am sure from certain rough estimates that this could by no possibility work out so favorably as on the Tuolumne River. The Mokelumne River as an Alternative Source to the Tuolumne The Mokelumne is next in the order of proximity to the Tuolumne after the Stanislaus. The possibility of its use by San Francisco has several times been brought forward by pro- moters and has received some publicity thru the advertising of the claims by the Sierra and Blue Lakes Water Company, that it could provide the City of San Francisco with an ade- quate supply of water, coupled with an electric power project from which the income would pay a profit on the whole en- terprise. This Source Several Times Investigated for San Francisco and Rejected The City Engineer, Mr. Manson, happened to have made brief studies and an adverse report on these Mokelumne sources six years previously, but conformably to the request of Sec- retary Ballinger began further investigations, comprising sur- veys of the principal reservoir sites named by the present pro- moters. Upon Mr. Manson's disability by illness, already re- ferred to, the continuation of the Mokelumne investigation was turned over to Mr. C. E. Grunsky, who had himself also studied this river as a possible source for San Francisco eleven years ago and also had been familiar with many of its fea- tures from boyhood, his early home having been in Stockton. Mr. Grunsky's full report, prepared in July, 1912, was filed with the Advisory Board of Army Engineers under date of August I, 1912, in triplicate, comprising, with appendices, 1 74 typewritten pages and numerous tables and diagrams. The following is a very brief abstract of the report as filed. Copious extracts from it are presented in Appendix 1 8. In the report filed Mr. Grunsky notes that the possibility of supplying San Francisco from these sources was investi- gated by Col. G. H. Mendell (Municipal Reports 1876-77), and refers to his own investigation of 1 90 1 and to that of these Mokelumne sources made for City Engineer Woodward in 1906. All of these previous investigations had so plainly brought out the disadvantages of the Mokelumne that Mr. Grunsky evidently was impressed with the unwisdom of spending any large sum of money at the present time for further field work in detail, and so bases his statement upon the facts already on record. Moreover, there was not time for any extensive new field work after Mr. Grunsky was called in to take up the work which Mr. Manson had not completed at the time of 160 COMPARISON OF MOKELUMNE WITH TUOLUMNE. his illness. I have not visited this region myself, but have care- fully reviewed the data presented by Mr. Manson and Mr. Grunsky. At my request Mr. Grunsky has since made studies for avoiding the expensive pumping at Altamont, by delivering the water from the Mokelumne into a long, low gradient Coast Range tunnel like that of the Freeman project, and a brief abstract of this later study is also presented in Appendix 1 8. The Large Local Need for This Mokelumne Water One of the adverse facts which stands out most prominently, is that the demands for irrigation upon this watershed will be relatively larger than for neighboring streams and altho certain features of the lay of the land have deferred irrigation and in- tensive farming, there is now an active awakening on these matters. Mining in this region was so active years ago that many crude storage projects and ditches were completed, but the water rights have largely been kept alive by the diversion of their waters to agricultural use in a comparatively small way, which also has tended to defer a broad comprehensive project for irrigation. Mr. Grunsky finds that about I 00,000 acres of valley land south of the Mokelumne and 1 00,000 acres north of it will both naturally look to this river for their supply, but states it as certain that if steps should be taken to divert so large an amount as 200 million gallons daily, and particularly if a 400 million gallon diversion to San Francisco were seri- ously proposed there would be such protest from the land owners that it would be difficult if not impossible to demon- strate that any important diversion would leave enough water to fairly meet the local requirement. The decisions of the Supreme Court of California adverse to the diversion to a distant region of water needed locally must not be overlooked in this connection. Lack of Good Reservoir Sites on the Mokelumne He finds a deficiency in reservoir sites available for sup- plying both the irrigation needs and the city's needs and that this lack of reservoir sites is so severe that it will be im- practicable to fully conserve the Mokelumne waters, and that the occupation of any reservoir site for the city's purposes would distinctly diminish the opportunity for agricultural de- velopment. (My own observations of the ordinary topography of the Sierra foot hills leads me to expect that sites for reser- voirs at low altitude may be found on thorough search here, as they have been found, for example, northerly from Denver, Colo., which reservoir sites, altho too low and too shallow and too subject to algae and the development of bad tasting organisms under the hot sun of the interior valley for the water supply needs of San Francisco, will be useful in conserving this river's flow for agriculture and flood prevention.) Impracticability of Future Municipal Power Development from a Mokelumne Aqueduct Regarding the electric power, Mr. Grunsky notes that there are already various power plants established on the Mokelumne and that the owners of these are already in possession of the most valuable storage sites and that it would be probably im- possible to find storage sites that could at reasonable cost be made effective for delivering 200 million gallons daily in addi- tion to the needed agricultural supply. The following table, taken from Mr. Grunsky's report, is of interest as giving an idea of the known storage possibilities of the Mokelumne watershed without any claim that this list of constructed and possible reservoirs is complete. But it may be fairly assumed that at the present time all of the best sites, except possibly those low in the foot hills, have been found, because the power interests and the irrigation interests have been increasingly active here during the past few years. TABLE No, 9, LIST OF RESERVOIRS AND RESERVOIR SITES IN THE WATERSHED OF MOKELUMNE RIVER. Compiled by C. E. Grunsky. Probable Storage, Storage, Water- Name, height of in acre billion shed area, dam, ft. feet. gals. sq. mil. Upper Blue Lake 31 6,750 2.20 3. Lower Blue Lake 40 4,741 1 .54 2. Twin Lakes 22 1,425 0.44 .75 Meadow Lake 54 5,61 5 1 .83 5.5 Snow Valley 70 2,180 0.71 1.5 Deer Valley 105 7,200 2.35 12. Grouse Valley 70 2,380 0.78 5. Upper Bear River 80 6,130 2.00 28. Lower Bear River 70 4,180 1.36 (31.)* Bummer Flat 35 600 0.20 1 . Pacific Valley 35 980 0.32 4. Hermit Valley 40 1,120 0.37 24. North Fork of Middle Forkt 110 5,000 1.63 14. Total of 13 small reser- voirs — — 1 5.73 North Forkt 325 82,140 26.80 314. Railroad Flat, South Forkt. 325 69,690 22.70 66. t Grand total — — 65.23 *This included 28 square miles tributary to the Upper Bear River reservoir site. tProposed by the Sierra Blue Lakes Water and Power Company. }The tributary area can be nearly doubled by means of a feed canal from the Middle Fork. 160a THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The two large sites, the last given in the above table, v^'ere newly sur- veyed, under Mr. Manson's supervision, m preparation for the present investigation. Note how much smaller they are found than claimed below. It is of particular interest to note the very small catchment area controlled by most of these reservoirs and their very small capacity. The aggregate capacity of the 1 3 small reservoirs is only 15.7 billion gallons, or but little more than Eleanor alone with its low earth dam; and the Railroad Flat and North Fork both together, with the unreasonably large dams pro- jected for them, hold less than half what Hetch Hetchy would contain with a dam of the height shown on page 1 1 8. The cubic yards of masonry required for each, the Railroad Flat Dam and the North Fork Dam at the height proposed, with the cost of transportation of cement and supplies together with the relatively small quantity of water that these would yield, plainly make these structures commercially impossible at the present day, and their sites have not been sufficiently explored by test pits to make it certain that dams of these great hights will ever be advisable. SIERRA BLUE LAKES WATER GROWER CO. The Best and Greatest Water Supply /"-San Francisco and Bay Cities LOCATED 46 MILE5 NEARER TO SAN ERANCI5C0 THAN ANY OTHER MOUNTAIN WATER SUPPLY WILL SAVE THE TAX PAYERS 130,000,000,55 IN CONSTRUCTION -2-QLUE UAKE5,STORAGC CAPACITY 4 BILL! i-HOOKf ^R« ReSER'.^IR STORAGE CAPACITY 5J BILLION 6ALS. A-MIDOLE fORK RC; S'RAILROAD FLAT REiERVOin, STORAGE CAPACITY 32 BILLION GALS e-POWERPLA^T NBI-25,OOO.M P 7-PC>WER PLANT N'23-^C,OOOH P B-POWER PLANT NP^ - 35.000 H P TOTAL STORAGE CAPACITY OF RESERVOIRS OVER, 102 BILLION GALLONS OF WATER,WI1.L GENERATE 100,000 M. P. CAN DELIVER TO SAN FRANCISCO AND BAY CITIES SOOtllLLION GALLONS DAILY. Water and Power Pfr^jruc Will Nei tS.QOO 000 Per Annum, flir-fie To ffey^^ InTeresI and Pudeeir All &:nJjnim»jl anyB,irdenToTiM Pa)^rs WE INVITE YO J TO CALL OR, SEND TO OUR OFFICE 636 MARKET ST OPPOSITE PALACE MOTEL, FOR FULL INFORMATION, The Sierra Blue Lakes Promotion It is of interest to note how utterly insignificant the catch- ment area of the two Blue Lakes is in view of the prominence given to their name in the promotion of a certain project for water supply which it is desired to sell to the city. Both together hold less than one-tenth part of the contents of the Hetch Hetchy with its low preliminary dam, and the enormous masonry mass of the Railroad Flat dam gives direct storage control for a catchment only about one-eighth part the area of that above the Hetch Hetchy damsite. It may be of interest to compare the facts as found by Mr. Grunsky with the promoters' claims as set forth in their poster, of which a small photograph is given below, and note how grossly the promoters exaggerate the storage and yield. Blue Lakes Storage. Pro- Mr. molers Grunsky claim finds bil. gals. bil. gals. ...4 3.7 - North Fork Reservoir.. 52 26.8 Midclle Fork Reservoir. 14 1.6 Railroad Flat Reservoir 32 22.7 With watershed so small (5 sq. mi.) that yield would be insig- nificant, and with adverse claims of ownership. ^ With dam of unprecedented h'gt ^ on foundation not fully explored. ^ With only 14 sq. mi. of water- } shed. S With dam of unprecedented h'gt, ^ and only 66 sq. mi. watershed. This property appears to largely comprise a miscellaneous lot of old mining ditches and some poor reservoir sites, requiring greater masonry masses than ever yet put into any dam in the world (except the New Croton, in New York), in regions where transportation would make cement very costly, and with no detention reservoir for a sanitary safe- guard, and with open ditches to head of pipe line. The "46 miles nearer" is secured by leading water to the pipe in open ditches, much as if Tuolumne water were diverted where the aqueduct crosses the river at Red Mountain Bar. Probability That Water Remains Available for Filing Mr. Grunsky calls attention to the fact that because up to the present time only a small part of this river's discharge has been put to beneficial use there would be opportunity, under the laws of California, for San Francisco to secure valid water rights. Altho filings for use within the drainage basin might be valid, the question remains as to their validity for diversion to a distant city, because whatever was thus diverted would surely interfere with future local development, and that in plan- ning new works account must be taken of certain old estab- lished priorities and ditches now used for irrigation. Mr. Grunsky concludes that 50 to 60 million gallons per day would possibly be the maximum that could be diverted from the South Fork to San Francisco without injury to local needs, and that this could probably be secured with the smallest interference with established rights by taking it from the South Fork by means of a high dam storing about 20 billion gallons in the long, narrow reservoir, which would give sufficient deten- tion to remove the danger of pathogenic germs, and would divert from this reservoir in a covered canal to a point near 160b A GRAVITY SUPPLY FROM THE MOKELUMNE "- To-Va\ Aqoediucl Unglhs £ from Sources +o Tesla Tonne ^ Tunnel 10^ Miles j; ConcreU Co+ 2i Cover 3b ^ Steel Pipe -IT 2000- Approximate Miles from San francisco Ci+y Hall ~z o o ° o z; ^ O — fN; fO -IcsI-IfJ SI DIAGRAMATIC PROFILE OF I MOKELUMNE GRAVITY PROJECT Mr C t Grunsky concludes +hat it is in all _ probability not practicable +o obtafn more I than 60 Mill Gals Daily from the Mokelumne. oS Above 15 shown bis profile for a 200 Mill. Gals,. ■"f Daily supply , which he finds would interfere seriously with irrigation needs, principally because of lack of sufficient storage at low elevations on the Morth Fork John R. Freeman, C.Z . Au ^ .27.'iZ. Rich Gulch, which point is substantially on the route of the uncoverecl canal projected by the Sierra Blue Lakes Water and Power Company in their offer to sell to the city. From the point thus reached the water would be dropped about 1,275 feet to a power house at an altitude of about 900 feet above sea level and from the tailrace of this power house the water would be delivered into the conduit that would convey it to San Francisco over very much the same line as proposed in the Grunsky and Manson plans shown at the top of page 1 39, except that the valley crossing is farther north. The Offer of the Blue Lakes Company Regarding the offer of the Sierra Blue Lakes Water and Power Com- pany for a supply from the Mokelumne River, Mr. Grunsky presents the followmg analysis; That Company is the owner of an old mining ditch which heads on the South Fork at Blue Mountain, and was constructed fifty-five years ago, with a capacity of about 12 second feet. Also, it owns or controls lands on the South Fork at Railroad Flat and upon the North Fork of the Middle Fork, and also holds » reservoir right of way in the Stanislaus Forest Reserve on the North and Main Fork, and also has under its control and offers a reservoir and canal system on the South Fork of the Middle Fork, together with certain other rights of way and undeveloped water rights. This Company claims it can transfer to the city a good title to all necessary water rights, reservoir sites, rights of way for 60 million gallons per day, and offers to construct and turn the necessary works over to the city completed as far as the beginning of the submerged conduit across San Francisco Bay at Dumbarton Point, for $20,000,000. Mr. Grunsky analyzes their several offers and reports of February 1 1 , 1911; March 14, 1911, and May 2, 1911, and finds their project would have to be greatly modified and extended to make it acceptable, and as to the cost of carrying it out properly his opinion is indicated by the estimate which he presents in Appendix 18. He notes that some little work has been done to technically hold the various water rights; that on the Lickmg Fork a concrete dam has been commenced, which at time of inspection was too low to command any storage, and that for some distance upstream the ground had been cleared of brush and timber; that a part of the diverting canal from Middle Fork of South Fork had been con- structed : afso, that about one-seventh part of the tunnel on conduit line between the Middle Fork and South Fork had been constructed. A camp was formed, maintained and surveyors at work on July, 1912, at the mouth of Blue Creek on the North Fork, and good trails had been con- structed from this camp to the south side summit. At Case Valley, on South Fork of Middle Fork, portions of a washed- out, loose rock fill dam were found. At the head of the Case Valley ditch some four miles below Case Valley, which receives its water in part from the South Fork of the Middle Fork and in part from creeks 1 60c THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO which it crosses, the ditch was dry and had the appearance of an aband- oned mining ditch, but the location was such as to show the feasibihty of carrying water en the route suggested. The Case Valley Reservoir is practically negligible. He notes thai the necessary storage on the South Fork, and the desir- able storage on the North Fork, can be secured only by dams of unusual height, rising to over 300 feet above the bed of the stream, and that neither damsite is particularly favorable, the gorges not being narrow, and the abutments being covered with more or less soil and rock fragments, the stripping of which will add materially to the known dimensions. The crest length for the Railroad Flat Dam at a height of 300 feet above low water would be about 1,010 feet, and the North Fork at 305 feet above low water would be more than 1,120 feet long. The cubical contents ot a masonry dam of gravity section 325 feet high, suitable for the North Fork site would be 605,000 cubic yards, and the storage 26 billion gal- lons. The masonry is thus 62 per cent more and the storage only about one-fourth part as much as for the projected high Hetch Hetchy Dam shown on page 118, and the catchment area only 70 per cent as much. Thus in every way greatly inferior to the Tuolumne. He notes further that their various canals from the North Fork Reser- voir to the power station should be covered, for sanitary reasons, instead of open, as the promoters propose, in order to cheapen their cost. As to title to the water of the Blue Lakes themselves, Mr. Grunsky notes that there are possibilities of adverse claims, and that since their total tributary watersheds is less than five square miles, they have very small value for purpose of a municipal water system. Their dams were recently rebuilt by the Pacific Gas and ELIectrlc Gompany. Mr. Grunsky estimates the cost of supplying San Francisco from the Mokelumne as follows: (The details are set forth at length in Appendix 18.) For 60 million gallons daily, delivered via Alta- mont by pumping at about elevation 200 in San Francisco $30,1 79,903 For 200 million gallons daily, delivered via Alta- mont by pumping . . .$78,642,845 Strictly, for this estimate, the cost of the successive additions of steel pipe should be discounted each to present value, which would reduce the above, but on the other hand certain costs for pumping should be added in capitalized form, and possibly the difficulties disclosed by actual surveys and borings would lead to largely increasing the cost estimated from "paper locations." It is inconceivable that full exploration would cheapen the estimates for these particular structures. A Gravity Supply from the Mokelumne Subsequently to the filing of Mr. Grunsky's report above referred to, he prepared a new outline design for a gravity supply from the Mokelumne, starting, as previously, with the Railroad Flat Reservoir and carrying the water at such gra- dient as to deliver into a low-grade gravity tunnel similar to that by which the Hetch Hetchy aqueduct is carried across the Coast Range in the Freeman plan. , He retains the power house of his previous plan, but in- stead of conveying the water to a pumping station near Tracy, delivers it to the east end of the Tesla Tunnel of the Freeman project, thru a steel, cement-lined pipe on a hydraulic gradient of about one foot per thousand, under which gradient he finds that a pipe of a net diameter of 63 inches would serve for conveying 60 million gallons and one of 96 inches for con- veying 200 million gallons per day. He states that the unit prices adopted to this modification have been modified to conform as nearly as practicable to those adopted by Mr. Freeman, but states that lack of time forebade going into details. He retained the power plant at Rich Gulch, also a transmission line to San Francisco, concluding this power of 24,000 kilowatts for the 200 million gallons daily was a valuable asset. His estimate of the cost of delivering 200 million gallons daily to San Francisco by this modified aqueduct line is $38,412,202. From which the cost of power and transmission plant should be deducted for comparison with the Freeman project: For transmission line $1,922,000. For power plant suitable for 60 million gal- lons daily draft (from the Hunt and Van Norden Bear Gulch Power House estimates) 230,120. Approximate addition for Increase to 200 million gallons dally 420,240. For Power Plant, 200 million gallons daily. .$2,572,360. Plus 1 59-9 engineering and contingencies on Power Plant 385,854. Total to be deducted for Power Plant, for which there is nothing corresponding in Mr. Freeman's Hetch Hetchy estimates . .$2,958,21 4. $2,958,214. Net cost of works as estimated very roughly by Mr. Grunsky for works for collecting, storing and conveying 200 million gallons daily from the Mokelumne River at Railroad Flat Reser- voir to San Francisco without power plant. . .$35,453,988. And delivering it at an elevation of 1 75 feet above sea level, but including no allowance for pumping to the higher level, to which the Hetch Hetchy can deliver by gravity. Mr. Grunsky's estimates of cost, while hastily made on broad lines and a design necessarily very crude and incomplete, because of limited time, serve to bring out the great advantage of a gravity flow project, over a project involving pumping over the Altamont pass, and give no hope that the Mokelumne could compete favorably with the Tuolumne, even if we might properly ignore the future irrigation needs. Conclusions About the Mokelumne Source Mr. Grunsky's conclusions in brief are as follows: ( 1 ) The occupation and use by San Francisco of any large amount of reservoir space in the watershed of the I60d THE AMERICAN-COSUMNES SOURCE AS AN ALTERNATIVE Mokelumne River will interfere to a material extent with possible ultimate local development of natural resources. (2) The Mokelumne River should not be regarded as available to supply the full amount of water that will un- doubtedly be required in the future, from remote sources, for use in the bay region. The limit may, for the present, be placed at about 60 million gallons per day. (3) The cost of storage in large quantity on the Mokel- umne River is relatively high. (4) Any project for the supply of water to San Fran- cisco from the Mokelumne River would probably interfere with vested rights to such an extent that large initial cost for necessary rights and lands should be assumed. To these I need only add that an inspection of the large scale map makes plain the fact that all of the advantages of dam- site, length of aqueduct, quality of storage reservoirs, future water power possibilities, and the great advantage of not having to seek some additional source, at a time when sources equal to those now available are impossible to obtain, are all so plainly and strongly on the side of the Hetch Hetchy and Upper Tuolumne that I do not believe it advisable to expend the $15,000 to $30,000, more or less, which explorations and complete surveys for thoroughly working out the best possible project for a municipal water supply from the Mokelumne would cost. The American-Cosumnes Source as an Alternative for the Tuolumne This source is next beyond the Mokelumne in order of proximity and after study of the data on file it is found chiefly of interest for its possibility of combination in the remote future with some other of the high Sierra sources. It can be depended on to yield only about 220 million gallons daily (or half as much as the Upper Tuolumne) so far as shown by the recent studies by Mr. J. H. Dockweiler, C. E., re- ported in Appendix No. ! 1 . By no possibility can its water be better than that of the Hetch Hetchy, and the length of the aqueduct plainly can be no shorter than that from the Tuolumne if one goes back toward the headwaters as far in one case as in the other, in order to secure freedom from pollution from mines and other human activities, or in order to secure altitude for hydro- electric power. The reservoir which it is proposed to build at the point of diversion on the Cosumnes would contain only 1 8 billion gal- lons or less than half that in the Hetch Hetchy with its first low dam, and less than one-sixth that of the Hetch Hetchy with its flow line at elevation 3800, notwithstanding the depth of water impounded is nearly the same. The storage as a whole for the American-Cosumnes pro- ject IS widely scattered in a large number of little lakes and reservoirs, most of them having very small tributary catchment areas, and obviously much more troublesome and expensive to care for. It is thus plain beyond all doubt or question that this source is less desirable than the Tuolumne. At the time of the proposal to the city for the sale of these sources, six years ago, an investigation on behalf of the city was made by Mr. Marsden Manson, then in private practice, and by Mr. John R. Price, Assistant City Engineer, in course of which they reported adversely and stated that the data for estimating their yield was meagre ; that the then condition of the structures was unsatisfactory for city purposes. It it not known if the work necessary to maintain possession of the water rights has been kept up. The fact has weight that engineers of the experience of Mr. Grunsky and Mr. Mardsen Manson, with their many years' familiarity with California rivers, have each after in- vestigation strongly pronounced against the selection of this source and found it inferior to the Tuolumne. I have not myself personally inspected either the reservoir sites or the proposed aqueduct line, but in forming my opin- ion have relied upon such facts as are readily obtained from the maps of the U. S. Geological Survey and upon the reports of investigation by Mr. Dockweiler, Mr. Bartell and Mr. Manson, as reported in Appendix No. 1 I . This American-Cosumnes project was brought forward con- spicuously by the Bay Cities Water Company, William F. Tevis, president, about six or seven years ago, while the city was actively making efforts to secure the Hetch Hetchy. Its promoters then tendered to the city for the price of ten and one-half million dollars, this group of widely scattered reser- voirs with connecting canal and appurtenant water rights and priorities. These water rights and reservoirs appear to have been utilized in the early days for mining operations, but had now largely outlived that special usefulness. There was no accompanying proposition by the promoters to build the aqueduct, 1 62 miles long, from the Bucks Bar Reservoir, the proposed point of diversion, to the City of San Francisco, but the claim was set forth in the printed report of an address delivered by the Chief Engineer of the Company, at a meeting in the Commonwealth Club in San Francisco on March 13, 1907, concerning the proposition made on April 9 and May 21, 1 906, that the whole cost would be about $38,000,000, for 60 to 75 million gallons daily, or about a million dollars less than for the Grunsky Hetch Hetchy project. The chief argument in favor of this project at that time was that permission could not be obtained by the city for using the Hetch Hetchy. I60e THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The offer included a proposal to put the dams and canals all in good order and to build certain new dams necessary for developing the total of 60 or 75 million gallons daily, but it was stated that much more than this quantity of water could be obtained. The report by Mr. J. H. Dockweiler, presented in Ap- pendix No. 1 I , covers the same American-Cosumnes sources tendered to the city in 1 906, and the drawings which he presents are mostly photographic copies of the drawings pre- sented in 1 906 by the Bay Cities Water Company. More data upon stream flow is available now and Mr. Dockweiler computes from data that 220 million gallons could be ob- tained by works that he describes. expect it and also meet the proper irrigation requirements, and plainly this 220 million gallons will be insufficient to meet the municipal demands that are sure to come before the close of this century. Since the first aqueduct project worked out by Mr. Dock- weiler as a basis for estimating the cost was on substantially the same lines as the aqueduct of the Grunsky and Manson plans, in which pipes were used for the entire length of con- duit from the foothills to San Francisco, with pumping over the Altamont Pass, I asked him to prepare a second estimate, in which the lines and the unit costs of the Freeman project should be followed as closely as practicable, delivering the water by gravity flow without pumping. I have no information as to the feasability of obtaining a He has worked this out with as much detail as the scant larger quantity from this source at lower points of diversion allowance of time would permit and finds a total cost of on either the American River or on the Cosumnes River, but $69,210,000 for 220 million gallons daily. Although with from the appearance of the topographic maps see no reason to more time, more surveys and closer study some better design 160f FILTERED WATER FROM SACRAMENTO RIVER OR SAN JOAQUIN RIVER might be worked out, I can see no possibility that this Ameri- can-Cosumnes source could come any where near the Tuolumne source in economy or efficiency. In all this matter of alternative sources it has not been possible within the time set for completing this report to analyze and compare these different projects so closely as I would like in the matter of costs. This I regret, as I also regret the lack of opportunity to personally study all of these so-called alternative sources in the field. It would be inter- esting altho not profitable to present painstaking designs for the most favorable development of each on which the costs could be compared for more completely setting forth their dif- ferences to the non-technical, but this would require months of field work and under present circumstances is impracticable and is I believe entirely unnecessary, so plainly are all of the important facts that must control a proper choice shown on the map. It is worth while to refer to the statements made in pre- vious years regarding the availability of these other sources for all of these water sheds and some others, were carefully considered in turn by Col. Mendel, Mr. Grunsky and Mr. Manson. The diagrams on the opposite page show the scattered petty character of the storage opportunities for comparison with those of the Tuolumne. The results of some of these previous examinations are briefly given in the volume of "Reports on the Water Supplies of San Francisco, 1900-1908," published by the City four years ago, in connection with its application for use of the Hetch Hetchy Reservoir site. Filtered Water from the Sacramento This project is set forth in such an admirably complete and convincing manner in Appendix 12 that little need be added here, except to note that the cost of 24 million dollars for delivering 60 million gallons daily, with tunnels adapted for the ultimate delivery of three times this quantity, rests upon a much better basis than that of the other estimates for alternative projects. Mr. Hazen's estimate of twenty-four milhon dollars for 60 million gallons per day, or sixty million dollars for 1 80 million gallons of water per day, does not include the cost of a pump- ing station within the city limits necessary for delivermg the water to an average elevation of about 280 feet above sea level, to which it would flow by gravity under the Freeman Hetch Hetchy project, which pumping station would probably add about $1 ,500,000 to the cost in each successive 60 million gallon plant. The capitalized cost of operating it under con- ditions of current practice would be not far from 3 cents per million gallons one foot high. For 60 million gallons daily this expense of city pumping would amount to $1 77,500 per year, which capitalized at six per cent to also cover de- preciation, is equivalent to adding an additional $3,000,000 to the cost of Mr. Hazen's project for 60 million gallons daily. In the ultimate development of 400 million gal- lons pumped daily, the capitalized cost of pump- ing at the same rate, would add nearly twenty million dollars to the cost of this method of sup- ply in comparison w^ith one by gravity flow from the mountains. It may also be noted that our later inquiries have shown that this part of the Coast Range is a difficult one for tun- neling. Filtered San Joaquin Water Temporarily Via Hetch Hetchy Aqueduct It is also of interest to note on the map accompanying Mr. Hazen's report in Appendix 12, that since his figures demon- strate that in the early years while the additional quantity required is small the filtration project compares very favor- ably, it would be entirely feasible to carry the Freeman Hetch Hetchy aqueduct to the point where it crosses the San Joaquin River and place the intake and filtration w^orks at that point and pump the filtered water into the Hetch Hetchy aqueduct for a term of years, or to pump the raw water to San Miguel reservoir and put in cheap rapid mechan- ical filters on its outlet for a few years. This would avoid the troublesome and extremely expensive harbor crossing, but gives a distance from San Francisco to a filtration site where the Hetch Hetchy aqueduct crosses the San Joaquin as measured on Mr. Hazen's map, of about 79 miles as against a distance of 5 1 miles by the route which Mr. Hazen adopts from Rio Vista to San Francisco. The cost of pumping would be less here because the equivalent of the three stations of Rio Vista, Antioch and the San Fran- cisco low level pumps and middle service pumps all would be concentrated in one station and one hft and the Hetch Hetchy aqueduct tunnels and pipes being designed for much larger quantities, would call for less frictional loss of head. The fact that the San Joaquin River will undoubtedly de- teriorate in quality and quantity for domestic supply with the increase of irrigation would be less important, in view of the intention to abandon this intake after a term of years and pro- ceed to the Hetch Hetchy Valley. At this point the com- bined flow from the Stanislaus, Tuolumne, Merced and other streams is available, yet so near the tidal waters that no im- pairment of navigation could follow this diversion. Were it not probable that a purchase of the Spring Valley 160g THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO works would be effected in the very near future, it might be with the aqueduct between the San Joaquin crossing and the of interest to study taking the water here temporarily, deliv- Early Intake, and in case of a shortage of water, temporary ering it to the San Miguel reservoir, possibly placing rapid me- pumps could be erected at the San Joaquin crossing, filtration chanical filters at the outlet from San Miguel. Such a pro- omitted, and the water safeguarded by its period of detention ject would show favorable costs and give excellent water. within Crystal Springs reservoir or Lake Chabot. Aqueduct from San Joaquin River to jhe McCloud River Project Turning now to the northern group of possible sources, the From the cost estimates of Appendix 9, we abstract the following McCloud River first demands attention, as the total cost of an aqueduct from the San Joaquin River to the San Miguel Reservoir, three miles south from the City Hall, of the full size An abstract of the more important papers relative to taking for 400 or 500 million gallons daily for the 30.6 miles of tunnel from water from this source exclusive of the construction drawings Tesla Portal to Irvmgton Gate House, and of 100 million gallons capac- ^^i^]^ ^^^^ £igj ^jfj^ (J^g Advisory Board of Army Engineers ity from Irvington to Redwood, and thence 50 million gallons daily into ritri .l-A TNT 12 ,..,,. , c . , . . , ,, upon July 15th, are presented in Appendix INo. \ i. trie city, including contractor s profit, interest during construction and all overhead charges. The chief attraction of this source is the abundance of bril- San Joaquin River crossing lo Tesla Portal, 8.3 miles of liantly clear water which flows at most times from the natural cement-lined steel pipe, 7 5 feet net diameter (capacity storage in the deep deposits of volcanic ash and lava above 240 million gallons daily) $ 1,211,000. „ , , i T ii i ■ r From Tesla Portal to Calaveras Junction, 27.45 miles of Bartles from the remarkable geologic formations southeasterly tunnel, 12.8 feet diameter (future capacity 400 to 500 from Mount Shasta and fed also by the melting snows of million gallons daily) 10,262,000. Across Sunol Valley, 0.85 miles of steel pipe, 8.75 feel net ohasta. diameter 121,500. -j-i- t • ■ ^i c ^ • ! ^ i .... From Calaveras Junction to Irvington Gate House, 3.2 miles ^ ^'' '^^'^'' J°'"« "^^ Sacramento in such great and constant of tunnel, 12.8 feet diameter (400 to 500 million gallons volume and, save when clouded by inflow from Mud Creek, is daily future capacity) 1,132,900. l i .^ i* • . • .i •^ ^ ■'■' _^^j^^ nearly always so attractive in appearance as to impress the Total from San Joaquin River to Irvington Gale House. .. .$12,727,400. observer with its potential value for water supply purposes From Irvington Gate House to Manifold Gate House, near unfil Uo I-,oo ^r^^c^.A^^^A .r^ „,- i- J' t t C C" ' D J J ^- «,., ar,o r^ l i ^ -7 Until he has considered its great distance from oan rrancisco Redwood City, near Mile 30.9, via Dumbarton, 16.7 i i • • miles of steel pipe, all of future capacity of 100 million and that it must successively be carried across the Sacramento gallons daily, including Bay Head Crossing ..... . . $ 2,682,000. Ri^er, the Carquinez Straits and the broad part of San Fran- rrom Kedwood-t^rystal opnngs Junction to oan Miguel ■ it L Reservoir, 24.3 miles, 4.5 feet diameter cement-lined steel CISCO Harbor. Also that of necessity the McCloud Water pipe, capacity 50 million gallons daily 1,618,000. would arrive at Carquinez Straits and again at Total for conduit with capacity for delivering in future, 400, the shore of San Francisco Bay at an elevation 240, 100 and 50 million gallons daily m the respective requiring expensive pumping plants and a per- sections between ban Joaquin Kiver and San Miguel , i- i Reservoir $17,027,000. petual expense for their operations and mainte- The above does not include the 50 million gallons daily pipe from "^nce, which, for the plant On the San Francisco Redwood Manifold into Crystal Springs Reservoir. Obviously, this shore, when Capitalized, adds about five million could be reduced a substantial amount by making the 16.7 miles of i ii r i i nri "ll* ii t -i i cement-lined steel pipe across the bay of only 50. million gallons daily ao^a^S tor each lUU million gallons daily, to the capacity instead of 100 million gallons daily capacity, which size is COSt of the project in Comparison with the TuO- designed for rapidly replenishing Crystal Springs Reservoir by gravity i L' L ■ • i flow from the Tuolumne and also permitting large use of "secondary 'U^ne, whlch requires no pumpmg, but on the contrary itself water rights" ai a low price for intensive farming. presents vast possibilities for future power development at ex- With only 50 million gallons daily pumped, which is ibou; 33% ceptlOnally small COst. more than the present consumption of San Francisco, the riocity in the large pipes from the pumps to Tesla Portal and in the large aqueduct Altho it might at first view seem that a gravity line COuld from the Tesla Portal to the Irvington Gate House, also in the pipe L„ L -l. r ..L A/I /"l I •• -ii i r i , -r . . ,. of 6.5 feet diameter, thence to Redwood, would all be so small that ^^ """j" ^''°'" '^^ McCloud, it Will be found that if this aline- the total loss of head for the entire distance would be hardly more than ment is pushed back westerly on higher ground SO as to obtain 60 or 70 feet and the pumping to the level of the Tesla Portal would „,. J t l l • i i - ^ . , , deliver the water at 300 feet above tide in the city, so it would supply ^'°""'' ^°' '"PP"";' ^'^^ ^"""gl^ '° ^l^e sufficiently low water both the present low service and middle service districts, and by a pressures to permit the Use of a plain Or reinforced concrete booster pump located in the city, giving an additional 100 feet of lift, amiprlnri fUo 1;„o ,.,,„„ \^v^ i i i i i the San Miguel Reservoir could be filled for the supply of the high ^^5"^^"^^' '^^ ''"^ ^Uns into very rough ground, deeply cut bv districts and be maintained as an emergency reserve. gullies, greatly increasing the COSt, and a steel pipe laid on the The relatively small additional cost for pumps, rapid filters, San valley land would run into prohibitive figures when its greal Miguel Reservoir and a small covered filtered water reservoir at about length and low hydraulic gradient are considered. Prudence elevation 3UU, may be inferred from the prices of Appendix 12. . , v--.'iionj..n,u. i i uucin,c requires that the pressures within the great length of sub- The practicability of this is worth noting, since after the merged pipe beneath the harbor be kept low, and the same purchase of Spring Valley, in case of delay with proceedmg construction methods can not be used here which could be I60h THE McCLOUD RIVER AS AN ALTERNATIVE SUPPLY followed in the shorter and more traffic-free crossing between Dumbarton and Ravenswood, where, as in the case of the railroad crossing, all but about 200 feet might be carried on a pile tresde, or on concrete piers 75 feet apart — the pipe forming its own tubular bridge. Sanitary conditions on the McCloud also demand attention, because there is no opportunity above the intake for a deten- tion reservoir sufficient to remove the danger from disease germs prior to the water entering the conduit and as will be seen by reference to the report of inspection of Mr. C. E. Grunsky, Jr., in Appendix No. 13, there are many possible sources of danger of infection by typhoid patients in connection with the lumbering operations, the summer camps and the con- siderable permanent population within the catchment area. Mr. Doak's expressions in his proposal, about the superiority of running water to stored water from the sanitary point of view are simply fanciful and about thirty years behind the times, being based on ideas current before bacteriology be- came a science. Proper sanitary requirements can be easily designed but, like the capitalized pumping cost, will add largely to the cost estimated by Mr. Doak. Either of two methods of sanitary protection appear feasible. The best is a filtration plant to be located at any convenient point on the line ; most conveniently perhaps after the water has crossed Carquinez Straits, or as in the Hazen Report, Appendix No. 12. This filter plant and its operation could be relatively cheap per million gallons of capacity in comparison with ordinary filter- ing operations, because of the superior clarity of the water and the rapid rate at which it could be properly filtered. The other method of sanitary safeguard would be by detention within large storage reservoirs for which a site may be found in the Pinole and San Pablo reservoir sites that have been surveyed and are now owned by the People's Water Company, located in the hills northeasterly from Berke- ley, or in Lake Chabot, raised as proposed on page 67. This storage would effect the double purpose of a sanitary safeguard and of a reserve for emergencies in case of acci- dent to the long aqueduct or to the electric transmission re- lied upon for pumping, or to contingencies at the crossing of Carquinez Straits. Lake Chabot, like Pinole and San Pablo, would be sub- ject to occasional turbidity from floods on the tributary creeks. But the disadvantage of long storage of clear water in a climate, warm summer and winter, under a brilliant sun, must not be forgotten, nor the tendency to growth of weeds in the shallow flowage, as can be seen in San Francisco from the wharf near the Lake Merced pumping station. In a clear water like the McCloud, which is essentially a spring water or ground water, this tendency is particularly strong and not only weeds but micro-algae and other microscopic growths may come and give rise to tastes like those which have made the water from some of the most important Eastern reservoirs undrinkable at times. Conditions may possibly come with an accidental "seeding" much worse than anything yet experienced on Lake Chabot. In most Eastern reservoirs these bad tastes come in- frequently. The writer suggests in order to show that he is not alone in forebodings of this kind, that those interested read the com- ments by Mr. Allen Hazen in the recent American Civil Engineers' Pocket Book, page 91 8. There is no better author- ity on purification of drinking water than Mr. Hazen. No arrangement appears feasible by which the McCloud water can be given the advantage possessed in the Tuolumne source of ultimate delivery from a vast detention reservoir with granite walls, in the cold altitude of the mountains where algae growths will flourish less than in the warmer winter and sum- mer temperatures a short distance inland from San Francisco. In the case of the Tuolumne, the large emer- gency reservoirs near San Francisco can be treated purely as reserves and but slightly draw^n upon for daily domestic use, while in the case of the McCloud or any other prospective source where the diversion is from a flow^ing stream or a small intake reservoir far aw^ay from the city, the emergency reservoir near the city must always be in the line of circulation if it is to be rehed upon for a sanitary safeguard. If, as a whole, the unit costs used by C. E. Grunsky, Jr., in his estimates of cost for the McCloud project given in Ap- pendix No. 1 3, be thought too large, in view of Mr. Doak's proposal, or in comparison with the general run of those that I have used for the Hetch Hetchy, it must be remem- bered that the only prudent course in estimating upon the cost of an aqueduct line which is mere/p an unsurveyed paper location or a mark on a map and where data for details is lacking, is to adopt higher figures than may be used where the line has been laid out on the ground, the formations inspected and the structural features of good roads, cement delivery, local supplies for concrete aggregate, etc., have been all carefully investigated. Also there is room for great dif- ference of judgment as to the method and cost of carrying an aqueduct over the soft peat lands bordering Suisun Bay be- neath Carquinez Straits and across the five miles of San Fran- cisco harbor. The Promotion of Alternative Sources The presentation of some of the various alternative plans presented in past years when the Hetch Hetchy source has I60i THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO been under active discussion, wiien closely analyzed, show litde merit, has suggested the thought that some of them may have been part of a campaign for the distraction of the attention of citizens from the earnest pursuit of the Hetch Hetchy, like "drawing a herring across the path of the chase." Still it is important to the city that all reasonable possibilities be studied, whether promoted or not. To illustrate the spirit of opposition to the Hetch Hetchy project by certain interests the following reduced photographic cut of a recent water bill such as sent by the Peoples Water Company to its customers, is presented. M^ KEUEY.'CAL, MAY. 191^, /7 .^ \^ r N'? To PEOPLES WATER COMPANY. Berkeley Division, Dr. NORTHWEST CORNER A1.I.4T0N WAV AND •HATTUCK AVENUE \,T, The Hetch-Hetcliy Absurdity %^^^^ ^ .i, —- Compare the atrong position of -^ ihe Peoples' Water Company JJ^V paj/nunl. urith the alleged Hetch-Hetchy Bupply^ READ THE OTHER SIDE. Pricking the Bubble DO YOU HEAR ANYBODY TALK- ING HETCH-HETCHY WATER SUP- PLY JUST NOW? Il» advocate, are surprisingly quiet. Why? The .tream in Hetch-Hetchy Valley is so low that an active man could jump across it. BY JULY IT WILL BE A TRlCK- UNG THREAD OF WATER instead of "an inexhaustible supply", as its promoters have heretofore so loudly claimed. The light snow-fall in the Sierras and this consequent low stage of water, fur- nish CONVINCING EVIDENCE OF THE ABSURDITY OF SERIOUSLY CONSIDERING Tsfis SOURCE of water supply for Oakland, San Fran- cisco and other bay cities. THE ADJACENT IRRIGATION DISTRICTS HAVE THE FIRST CLAIM ON ANY WATERS FROM THIS SOURCE; hence the hope of ac- quiring a great supply from this source is small. The expenditure of millions in all kinds of expedients can hardly secure the required storage in the few seasons during which the full flow ex- ceeds the needs of the irrigation dis- tricts. As a matter of fact on June 15, the date of this bill, there was 2115 cubic feet per second Rowing at the Hetch Hetchy dam site, and on July I a flow of I 008 cubic feet per second, 664 cubic feet on July 15 and 275 on July 31. On August 15 the rate of flow was about 161 cubic feet per second, which is about three or four times the maximum quantity ever delivered by the Peoples Water Company. But it IS the water from the 40 billion gallons, or 1 1 billion gallons and ultimately 171 billion gallons of storage, with all four dams of final height, on which reliance is placed for maintaining the delivery of from 400 to 500 million gallons daily to the cities in dry years. The Feather River and the Yuba River The Feather and the Yuba have not been presented by the owners of water rights, but contain some of the most no- table opportunities for storage. The possibilities of the Feather River are set forth in Appendix No. 15, and it is plain that no advantage what- ever is found in extending the aqueduct all the way from Rio Vista on the Sacramento to the North Fork of the Feather River if, after all, the water must be both filtered and pumped. The possibilities of supply from the Yuba River are set forth in Appendix No. i 6, and as upon the Feather River there is such exposure of the water to possible pollution with no avail- able detention reservoir near the point of diversion that it would require filtration. Morover, its location and distance are such that the water would require pumping near the Sacramento crossing, or after reaching the San Francisco shore. The filtration project as set forth by Mr. Hazen in Ap- pendix 1 2 is plainly superior to any project that finds its source in the rivers farther north than Rio Vista, and Tphich Would require filtration and which is necessarily conveyed by an aqueduct that would deliver at Carquinez Straits or the Sacramento crossing n>ith hut slight elevation above sea level. Absence of Reservoir Sites on the Sierra Rivers The peculiar need of the San Francisco Metropolitan Dis- trict for the Hetch Hetchy Valley in its plans for the best possible line of domestic water supply development for the long future, comes from the fact that there is no other reser- voir site anywhere within reach on the Sierra rivers which ap- proaches this in suitability for storing at high altitudes, a large supply, from a sterile watershed, under conditions that prevent organic growths. Substantially the whole Sierra region has now been sur- veyed by the U. S. Geological Survey with a precision and fullness of detail sufficient to disclose all reasonable possi- bilities of large storage. On studying a set of these maps that have been joined in their proper position, like the set we have prepared for the Advisory Board of Army En- gineers, and on tracing each of the important rivers from its mouth to its head waters thruout all of the area within rea- sonable reach of San Francisco, it will be found how remark- able is the absence of good reservoir sites save in the foot hill region, where, as already stated, the conditions, however ad- mirable for irrigation storage, are not well suited for domestic water supply storage because of the abundant sunshine, the warm winter and summer temperatures in these low foothill valleys, which would doubtless promote luxuriant organic growths, that by their decay would sometimes give bad tastes and bad odors to the water. I60j DIFFICULTY OF OBTAINING SUFFICIENT STORAGE FOR A FUTURE CITY SUPPLY Following up each of these rivers carefully on the map it will be found that the canyons on the large streams are re- markably deep and narrow and it can be plainly seen out- side of the few well known sites already exploited that storage within them is impracticable by reason of small reservoir areas, great heights of dam and the fact that the silt carried in the lower courses of these rivers would soon fill any such reservoir, just as the La Grange Reservoir has become nearly filled. On the headwaters of these rivers are a multitude of small lakes and valleys which can be dammed more efficiently than they were by the crude structures of the old hydraulic placer mining days and it is only by utilizing developments of this kind that it has been possible to work out projects on the Stanislaus, Cosumnes and American Rivers. Save at the Hetch Hetchy, Eleanor, Cherry and Poopenaut group of sites, the reservoir sites unfortunately all lie too near the head of the watershed. This can be plainly seen by a study of the topographic maps of the United States Geological Survey. Moreover, many of the most available sites have already been occupied for hydro-electric power development. Although considerable storage capacity might be obtained at the head waters, storage capacity Tviihoui catchment area to fill and replenish it, is of small use. Large Reservoirs a Necessity on These Sierra Rivers All of these rivers go nearly dry in summer unless the flood waters from the melting snows are conserved by large reservoir storage. The flow for about half the year is practi- cally nothing, altho at times when the snow is melting, and particularly when its melting is hastened by warm, heavy rains, these mountain streams are torrents, large in volume. Not only is the shrinkage in volume great from June to August, but also the variation of total runoff in different years is subject to great extremes on these California rivers, and it has become almost a maxim here that a city reservoir system must hold two or three years supply. A reservoir on one of these California rivers to be suitable for domestic supply must be so placed and of sufficient size to catch enough from the brief period of spring flow to give not only a uniform flow during the entire year, but must also be large enough to store a surplus in the years of heavy rainfall for use in years when the rainfall is extremely small. The Crystal Sprmgs Reservoir is an excellent example of this. Therefore, to produce a given rate of flow from a given catch- ment area, having a given mean annual depth of rainfall, neces- sitates far greater reservoirs on these California streams than are required under the conditions found in the Eastern states, but most unfortunately the reservoir sites thruout the Califor- nia Sierras are abnormally few and mostly small. On the Feather River are several large reservoir sites, but on the other rivers except the Tuolumne they are few and mostly very small. 160k THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO The Yuba River The Yuba River presents conditions similar to those already described on the Stanislaus, Mokelumne, Cosumnes and Ameri- can Rivers, as can be plainly seen from the maps of the U. S. Geological Survey. On both branches of the river are many opportunities for building small reservoirs on the headwaters where catchment areas are small. The South Fork of the Yuba River, in addition to about twenty petty reservoirs and lakes, most of which are more or less under storage control, presents one admirable damsite below the artificial lake Spauldmg, near Emigrant Gap, where by means of a dam about 300 feet in height, in a narrow gorge on a most excellent foundation of granite, scraped clean by glacial action, there can be stored 30 billion gallons of water. This reservoir for the same height of dam as the Hetch Hetchy will thus give less than one-third of the Hetch Hetchy storage vol- ume and its catchment area is only about one-fourth as great, and its available delivery correspondingly small. This site is owned and being utilized by the Pacific Gas & Electric Company, which now has 600 men at work building the dam and a thousand more working on tunnels, power house, etc. This new reservoir will discharge, in addition to its own flood storage, the discharge from about twenty small tributary lakes and reservoirs, the discharge from which has for many years been kept under control by the old mining dams and ditches so that it is still used for both water power and irrigation. Here, as upon the Feather River, I have in previous years had occasion to study the situation for the owners, and these studies also have impressed me with the superior advantages of the Hetch Hetchy for the peculiar needs of San Francisco. Here on the South Yuba, only the surplus over and above these local needs could possibly be available to the city, and altho it were found that irrigation had no prior demand upon this additional quantity of flood water conserved by the new Lake Spaulding Dam, its rate of discharge must vary in accordance with the power demands, and its amount is not sufficient to warrant its transportation to San Francisco over the long route from the highlands. Examination of the maps will show plainly that an aqueduct carried back to as high altitude as proposed on the Tuolumne in order to obtain quality, to a reservoir on any branch of the Yuba, would be much longer than that from the Hetch Hetchy. The Middle Fork of the Yuba, altho containing within its catchment area the Bowman, Fordyce and Faucherie Reser- voirs, together with numerous little lakes, has so small a catch- ment above each and all of its storage sites, that by no possi- bility could it contribute a quantity to San Francisco large enough to be suitable for the future supply of the San Francisco group of cities. The conclusions of Mr. C. E. Grunsky, Civil Engineer, who was charged by the special water committee with investigating this source, are set forth in Appendix No. 1 6. The Probable Order and Cost of Construction of Hetch Hetchy Works The following assumes the purchase of the Spring Valley Water Works and is subject to change after further study of the different districts. The work of first necessity will prob- ably be the extension of distributing mains in accordance with the results of a study recently made by the City Engineer already mentioned in Appendix 3, but these extensions, as also the building of the San Miguel Reservoir and various problems of extension to meet the growth in Oakland, Berkeley, San Mateo and other communities, are essentially local problems, for which the solution would of necessity be about the same what- ever source was adopted. The present study is directed more particularly to the supply of water than to its distribution, and until the organization of the Metropolitan Water District has been accomplished our problem chiefly relates to San Francisco. A New Transbay Pipe For this, the work of first necessity is the building of the Bay Head section of the aqueduct between Crystal Springs Reservoir, across from Ravenswood to Dumbarton Point, past the Irvington Gate House and into the Sunol Valley. At present there is but a single pipe leading to the city from all the trans-bay sources, and this pipe is understood to be already taxed to the limit of its carrying capacity. Since nearly half the water which San Francisco now uses comes thru this pipe, and since the practicable sources for any im- portant additional supply are believed to all lie across the bay, the importance of immediately constructing this new pipe is plain. The cost from the Calaveras Junction to the Crystal Springs Reservoir, as estimated in Appendix 9, for a pipe con- veying 1 00 million gallons daily and 3 miles of tunnel near Mission San Jose, large enough for 25 to 50 years to come, is $4,805,000 This cost can be lessened materially by making this pipe of only 50 or 60 million gallons daily capacity instead of the 1 00 M. G. D. designed to utilize the gravity flow in making possible large areas of truck farming in this region and pro- viding for future growth. The Calaveras Reservoir An additional supply of water to feed this new pipe should meanwhile be in progress. The supply that would cost the least in the long run (altho not most attractive in quality by 1601 THE ORDER OF CONSTRUCTION FOR BRINGING IN THE HETCH HETCHY WATER reason of storage in warm climate) would be that obtained by building the proposed Calaveras Dam, which work would prob- ably take two years, altho it might possibly be crowded into a single year since the explorations and designs are practically complete and the situation lends itself to the manufacture and deposit of exceptionally large quantities of cement concrete daily. Considerably more than one year's ordinary runoff would be required to fill this reservoir, which, like the Crystal Springs, is planned with volume large in proportion to its catchment, with a view to maintaining it principally for an emergency reserve. The estimated cost of this Calaveras Dam to the full height of 793 feet above mean sea, storing 46 billion gallons, is about $2,500,000 The gagings of Calaveras Creek have been so crude that the yield of its watershed is uncertain. Probably within a year or two after the completion of the dam, with average rainfall and with Alameda Creek diverted into it by a canal, this reservoir would yield an average of 20 million gallons daily thruout the year, possibly more. This quantity would supply the increased demands of the San Francisco District, including whatever may be needed for Oakland, San Mateo and other communities, for a term of perhaps five years. Also, possibly five million gallons daily could be continuously obtained for a few years by deep pumping from the gravels above Pleas- anton and Livermore, disregarding the rate of replenishment, and this ground water could be had very quickly in case of shortage. There are, however, contingencies more or less remote of local interference from the Niles Cone property owners and there is believed to be a strong popular demand for the soft and pure mountain water which may over-ride the fact that the beginning of the large burden of interest on the Hetch Hetchy aqueduct might be deferred five years. As to the risk of shortage before water could be brought from the Tuolumne if the Calaveras Dam were not built, the present indications are that this would not be serious and that emergency measures would prevent any disastrous shortage. The cycles of extreme low rainfall come only once in every ten to twenty-five years. Crystal Springs Reservoir is now nearly full and alone holds one and a half years' supply at the present rate of consumption. The deeper gravels near Pleasanton could without permanent injury be deprived of their water at a rate more rapid than its annual inflow for a few years, leaving the depletion to be replenished after the aqueduct was extended. The ample storage of the Crystal Springs Reservoir permits time for applying remedies and commonly there can be a quick reduction of 10% in a city's water consumption without injury thru a campaign against water waste; or probably a reduction of about 20 per cent could be had by universal metering, as in Oakland, Berkeley and Alameda last year, which towns were fully equipped with meters within seven months and a saving of 25 per cent effected. While it appears certain there would be less total expendi- ture of money by deferring the extension of the aqueduct to the Early Intake while successively building the reservoirs at * Cala- veras, Antonio and Valle, also meanwhile drawing to the utmost on the Pleasanton and Livermore gravels, there are advantages on the other side. For example, the superior soft- of Tuolumne water, as shown on page 3 1 7, would probably save the metropolitan district about $1 75,000 per year in soap alone, and five years' pleasure in the use of this softer and purer water for drinking and bathing is worth something to three-quarters of a million people. An abundance of pure mountain water would help attract business to these cities. Aqueduct Tunnel Sunol Valley to the San Joaquin Valley This is the most difficult portion of the entire Hetch Hetchy project and will require the longest time to construct, by rea- son of the deep shafts and the long distance between them, and the time necessary for constructing these 28.3 miles in length of tunnel twelve feet eight inches in diameter and lin- ing it with concrete, sets the limit to the earliest date at which the Hetch Helchy water could be made available, therefore it is obvious that this portion should be the most vigorously attacked when the extension toward the Sierras is begun. There is no tunnel on this line more difficult or longer be- tween shafts than the Elizabeth Tunnel of the Los Angeles work, which was holed thru in 40 months. Whether these 28.3 miles of tunnel between Sunol and the San Joaquin are built within three and one-half years or seven years is chiefly a question of organization, plant and good management. The recent developments in electrical haulage in mines have made possible much more rapid progress with long drifts, and on the Elizabeth Tunnel it was found that speed and cost were not affected materially by a distance of two miles from the portal. While this tunneling is going on the construction of the Sunol siphon and the 8.3 miles of steel pipe between the San Joaquin River and the Tesla Portal should be completed, thus assuring a supply for temporary purposes from the San Joaquin by pumping in case of an emergency. The confluence of the Stanislaus with the main river near the point of crossing and the entrance of the Merced a short distance upstream assure for some years to come certainty of a supply of water at this point. * The available yield from each of these reservoirs is today uncer- tain. Accurate measurements of the water resources at each of these sites and in the ground water regions should be begun at once by record- ing stream gages, recording rain gages and the constant work of a skilled hydrographer. 160r THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Across the San Joaquin Valley the line should also be pushed to a date of completion coinciding with that of tunnels between Sunol and Tesla. At the same time work should be going on in tunneling from the easterly edge of the San Joaquin Valley to the Tuolumne crossing at Red Mountain Bar, and simultaneously also the tunnel from Red Mountain Bar to Moccasin Creek should be in progress. Here at Moccasin Creek it would be feasible to arrest the tunneling for some years and take a supply by means of a temporary side-hill canal, conduit or wood stave pipe pro- jected along the contour hne up the Tuolumne to near Rough and Ready Creek, where a low diverting dam would pick up the water released at the storage dams back in the mountains. Such a project would be directly comparable in value and efficiency with several cf the alternative projects that have been proposed. The water being delivered into the upper end of the Crystal Springs Reservoir would have far more effi- cient detention for safeguarding the domestic supply against disease germs than is offered in connection with the McCloud, Stanislaus, Mokelumne, American-Cosumnes, Feather or Yuba rivers. But it is believed advisable and worth the extra cost to carry the Hetch Hetchy aqueduct farther upstream to the point designated as Early Intake, planning the work so as to complete it to this point at the same time with the Coast Range tunnel between the Sunol Valley and the Tesla Portal and to begin the supply to the cities from the Early Intake. The tunnel from the Early Intake easterly to the Hetch Hetchy Dam should be built as soon afterward as convenient, perhaps within five years, altho it will add nothing to the volume of water obtainable and will improve its quality by preventing turbidity for only a few days in the course of the year. With this completed and with the pipe line modified from the drawing on page 112, as explained below, the cities will then have mountain water by quick transit from the main Hetch Hetchy reservoir, which has not been exposed any- where in its course to the possibility of contamination or to the growth of such organisms as are promoted in reservoirs by the action of sunlight and warmth. Cost of Hetch Hetchy Supply It is estimated that the cost of developing this system step by step as above described will be as follows: These estimates have been made with a painstaking atten- tion to detail seldom attempted in preliminary work of this character and the figures are also set forth open to the exam- ination of citizens and the promoters of rival projects with uncommon fullness in order that the matter may be fully dis- cussed and every part of the data for these cost estimates made plain. In reviewing the costs for the various divisions in Appendix 9 it should be clearly kept in mind that several of those divi- sions set forth alternative projects, only one of which would be adopted and in order that the structural advantages of the more expensive types of aqueduct may be properly balanced against the economics of cheaper types. The following are estimated costs of the several portions of the work, arranged in order of date and of proximity to the city, altho work will be going on simultaneously in many places all along the line. The following figures include contractor's profit, headquar- ters expense, interest during construction and all of the items included in the final figures of the tabulation of Appendix 9, page 300, which see for details and basis. (a) Steel pipe 4.5 feet net diameter, 24.3 miles long, capacity about 50 million daily vary- ing according to slope, from San Miguel Res- ervoir or University Mound Reservoir to the Redwood City manifold gate house, estimated cost $1,861,000 (b) From Redwood City manifold gate house to Irvington gate house, cement lined steel pipe net diameter 6.5 feet, capacity 100 million gal- lons daily with slope of 0.85 feet per 1 ,000, or 4.5 feet per mile, built across the flooded marsh lands either on concrete piers or upon an earth embankment, as may prove most expedient on further study and for the mile of crossing at the head of the harbor to be either submerged in a dredged chanel or to be carried on con- crete piers above the water level not far from the present line of the railroad trestle to a short sub- merged section corresponding in location to the railroad drawbridge, total length 1 6. 7 miles, estimated cost 2,682,000 (c) Branch line steel pipe 4.5 feet diameter from Redwood manifold gate house into the head of Crystal Springs Reservoir, about 3.6 miles in length, capacity 50 million gallons daily, under 7.0 feet slope per mile, variable to meet conditions, estimated cost 434,000 (d) From Irvington gate house, 3.2 miles of tunnel 12.8 feet diameter (400 to 500 million gallons daily capacity) under mountain at Mis- sion San Jose to Calaveras Junction in the Sunol Valley 1,133,000 (e) Calaveras Junction across Sunol Valley, 0.85 miles of cement lined steel pipe siphon 8.75 feet net diameter, cost 122,000 Forward $6,232,000 Note: A wood slave temporary pipe, say 3 feet diameter, could be quickly laid to this point fiom above Pleasanlon to take waiter tempo- rarily from a new set of wells into the above new transbay pipe, if Calaveras reservoir is not built and a water famine is imminent. I60n ESTIMATE OF COST OF THE HETCH HETCHY PROJECT Forward $6,232,000 (f) From Sunol Valley to Tesla Portal, 27.5 miles in length, 12.8 feet diameter, future ca- pacity 400 to 500 million gallons daily, cost. . . 10,262,000 (g) Cement lined steel pipe, 7.5 feet net diameter, from Tesla Portal to the San Joa- quin River crossing, 8.3 miles, capacity 240 million gallons daily with 10 feet slope per 1 .000 1,211,000 (h) 36.6 miles of cement lined steel pipe crossing San Joaquin River to tunnel portal southeast from Oakdale, 7.5 feet net diamater, capacity, 240 million gallons daily, under 10 feet drop per mile, cost. . 6,291,000 (i) Tunneling from San Joaquin Valley to Tuolumne crossing at Red Mountain Bar, 1 0.25 miles, 12.8 feet diameter, capacity 400 to 500 million gallons daily 3,1 68,000 (j) Tuolumne River crossing. Steel pipe siphon, cement lined, 1 feet net diameter, 0.4 miles in length with support 182,000 The pump lift from river into tunnel portal here would be 285 feet, but the river is polluted by mine waste from Wood Creek. (k) Tunnel ten feet diameter, concrete lined, capacity 400 to 500 million gallons daily, 5.55 miles in length. Red Mountain Bar to Moccasin Creek power site 1 ,463,000 Sub-total from Moccasin Creek power site to the reservoir in San Francisco $28,809,000 ( 1 ) At this point the supply could be temporarily taken from river in case of emergency and delivered into Crystal Springs Reservoir by means of a cheap type of cut and cover con- duit 50 million gallons daily capacity, from Moccasin Creek power site to a point on the Tuolumne River near Wards Ferry, 7.8 miles long. The probable cost, including low diversion dam, is estimated at about $275,000. A temporary open unlined canal for same distance could be built for less. Forward $28,809,000 Forward $28,809,000 (m) Tunnel from Moccasin Creek to the Early Intake, 10 feet in diameter, all concrete lined, including works at Early Intake and chute at Moccasin Creek, total length 19.5 miles, capacity 400 to 500 million gallons daily, un- der slope of 8 to 10 feet per mile, cost 5,404,000 (n) Estimated cost of low Hetch Hetchy Dam, storing 40 billion gallons, including preparation of reservoir. Dependable yield after satisfying all irrigation priorities 1 60 mil- hon gallons daily 1,1 38,000 (o) Cost of easy-grade highway, tempo- rarily occupied by railroad from Roasasco to the Hetch Hetchy Dam, 62 miles 1 ,288,000 (p) Roads to tunnel shafts on Coast Range divisions, additional 36,000 (q) First installment scenic road in Hetch Hetchy Valley, about 1 miles in length, com- prising road on north side of valley to point op- posite confluence of Tiltill Creek and on south side of valley upstream to the head of flowage; also easy-grade wagon roads to Lake Eleanor and Cherry Creek, laid out with a view to scenic advantages 306,000 Total cost of supply, varying from maximum of 240 million gallons daily to minimum of 160 million gallons daily in extreme drought, delivered to Irvington gate house overlooking San Francisco Bay, with 50 millions deliv- ered into San Francisco 3 miles from City Hall, and 50 millions into Crystal Springs Reservoir when desired $36,981,000 And also with 60 million gallons daily ready for Oakland, San Jose, etc. (r) Cement lined steel pipe 4.5 feet in di- ameter from Irvington gate house delivering 50 million gallons daily as far as the City Hall, Oakland 2,247,000 The above 1 60 million gallons daily would serve all needs and growth for the communities on both sides of San Francisco Bay for a long time and also provide water enough for San Jose, San Mateo, etc. The remarkable fact appears that the estimated cost of the Freeman project bringing a minimum supply of 160 million gallons daily, in the dryest year, including scenic road, and permanent highways, and with opportunity conserved for a future vast power development, costs less than any of the 60 million gallon daily plans heretofore proposed, and moreover avoids all the expensive upkeep of pumping stations. It is this fact that has prompted a careful review of the figures and setting them forth in detail for examination by other engineers. I6O0 SOME EARLY EXTENSIONS. UNIT COSTS Desirable Extensions for Utilizing Water Rights, Etc. Future successive steps for increase of quan- tity to a dependable minimum of 240 million gallons daily — (s) Unlined tunnel in granite, 8 feet dia- arneter, from Hetch Hetchy Reservoir to Eleanor and Cherry Reservoirs 1,1 44,000 (The above diversion may properly precede the building of large dams and can be effected by small earth and rock fill dams giving only I or 15 feet head, very cheaply built.) (t) Earth dams storing about 50 feet depth of water at Lake Eleanor and Cherry Creeks, exclusive of cost of water rights already paid for $1,170,000 (u) Low masonry dam for flooding Poopen- aut Meadows and giving additional storage to elevation 898,000 The above works will give a dependable sup- ply of 240 million gallons daily delivered to Irvington gate house in dryest years and com- prise all of the water supply works needed for the next 30 or 40 years, after which higher dams would be needed ; also a second steel pipe across the San Joaquin Valley, with which pipe added 400 million gallons daily could be de- livered on the shores of San Francisco Bay. Expenditures already made by City of San Francisco for lands and water rights at Hetch Hetchy, Eleanor, Cherry reservoirs $1,236,000 The value of the opportunity for future power develop- ment will far more than provide for extension of tunnel from Early Intake to the Hetch Hetchy Reservoir and for the extension of dams and further development of storage as needed to the full amount of 400 or 500 million gallons daily. The Loading Applied to Unit Costs In reading preliminary estimates for this class of work I have sometimes found it hard to make certain that the unit costs for tunnels and aqueducts, at so much per lineal foot, had been properly loaded with various items of general expense which seldom are reckoned into the monthly estimates made in the field while the work is in progress and which partial cost often becomes quoted as the cost of the work. In order to make plain the extent to which the estimates pre- sented in this report on page 1 60o have been loaded and to make plain the total cost per lineal foot at which my pipe and tunnel lines have been estimated, I have had the following table prepared, in which the field construction cost is given m the first line and the total cost per lineal foot in the last line, with the various accretions from loading and overhead charges noted in between. A Prudent Basis of the Estimates When one takes into account the fact that this work is all figured on the basis of an eight-hour day, from similar work under California conditions, and that the city is in a position to "buy this experience" from men who have spent years on other similar work now drawing to a close, and that 1 5 per cent, is added over and above the Los Angeles costs in the form of "contractor's profit" and that other assumptions have been made with liberality, I believe it is feasible with good management and wise legislation to build the work within the estimated cost. Unwise legislation and poor managemeht might easily add five million dollars or more. I60p > X u H ac X c H :> X >. 4iB P ^ 10.0 ft. diam. Concrete lined. '^tJc-i^ 55 per cent timbered. Schists, |- _^^ shales and hard granite. ^c,h^ 10.0 ft. diam. Concrete lined |=.: to 9.75 ft. diam. Ma.-i. head, 3 270 ft. |M : i_J a : : oo :c ooo ^ O • • CD « CO s oo ■ IDCO . OOCl to CO CI CO * tfi- CO s Tt- -CO 00 i-l 7.75 ft. diam. Coucrete lined to 7.5 ft. net diam. Max. head, 540 ft. ^ ,-i, ( . ai ■-S u£.S S - bo ■S'o.'S f4 w ^j -;!' I 1 - k: ; M c ■ c S S 10 ft. diam. Concrete lined. IS per cent timbered. Ser- pentine slates, porphyrite. 12. S ft. diam. Concrete lined. 60 per cent timbered. Sand- stones, shales, schists, por- phyrite clays. CO T- Cl O iH 14. . o = ■u 12. S ft. diam. Concrete lined. -, -- § Go per cent timbered. Sand- 1 5=;'* 3 stones, shales, schists, pllo- l-J , \- row gravels, etc. 1^';: ri-i-"-^ 'o . I 9.0 ft. diam. Concrete lined 1^ -t^-o | to 8.75 ft. Max. head, ISO ,= ^- tt. !-^'c=; 12.8 ft. diam. Concrete lined. 60 per cent timbered. Sand- stones and shale. '--3 ;.«;„•- - ' H 12.8 ft. diam. Concrete lined, o'^-no 60.70 per cent timbered. Shales, clays and sandstones. ; c- p |if (fl 03 1) 6.75 ft. diam. Concrete lined to 6.5 ft. diam. Approximate average '.:3ad on pipe, 350 ft. cd 0) ^J OU3 • Cvjtr- • tM n O Qj I \'--D OJ P^Ch^ 10.0 ft. diam. Concrete lined 70 per cent timbered. In hard rock, San Bruno sand- stone. = i. -. ""' -i i-H C 1 ~, CvJiH lO Tf ■ to no CO -CD CIO SiOC ooo ■^ " p, S CO C OJ3 o o S;

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o - IP c c .*-> o 3 -O-a, g5| CD b £1 O ■ 1 Wildcat wells and tunnels 471,373 governmg body of the community which it serves. Durmg the Summit Tunnel 145,506 year 1911 its receipts per 1,000 gallons were 25 cents; Berryman Tunnel 101,870 11 . /-. •. d-icn-2Qiz: Pfieffer Springs 55 086 expenses II cents. Uross receipts were $ 1 ,593,31 6; expenses, Piedmont Springs . .'. '. .. .. I30!020 $698,494. Grand total — — 1 7,306,834 VARIOUS OTHER WATER COMPANIES SUP- Statistical Data, People's Water Company pj^YING COMMUNITIES ON THE EAST The area served by the People's Water Company covers SIDE OF SAN FRANCISCO BAY 67 square miles, divided into sixteen water service areas or pressure zones, and located between sea level and 1 ,000 feet Union Water Company above. Over 40 square miles are located below 200 feet t-i i t ■ w7 /^ ■ . 1 1 , . 1 he Union Water Company, a privately owned corporation, elevation. , 1 1 1 • • i has entered the east bay region, proposing to supply water Two filtering stations, both containing mechanical filters, therein between Newark on the south, and Richmond, on the treat 99 per cent of the surface water. The underground ^^rth. It has secured 20,000 contracts to supply consumers. waters are not filtered. of ^hich it now serves 2,000. The system contains seventeen reservoirs, four with a com- 1 . 1 .. r c m 1 ii- II . • Its sources of water supply are wells along the east shore of bined capacity or 3,01 I million gallons, are storage or im- . ■ ■ im \n 1 ir imo 1- ... , 1 £ 1 • 1 I 1 San Francisco Bay, having bored 103 up to March 15, 1912. pounding reservoirs, being sources or supply, or which Lake r^, 1 , r .1 1 • o T i/-^i-ir These wells are located on the four cones or deltas, 1 2 being Chabot, rormed by damming ban Leandro Creek, is chier ; lonii^ y c 101 i,^ ,1 . . ,. 1 • • 1 1-1 ., r on the San Pablo Cone, 65 on the San Leandro Cone, 5 on thirteen are distributing reservoirs, with a combined capacity 01 1 1 .< m-i /-> 11 tin /-no c\r\c\ 11 ■ r oo c\(\r\ 17 ^ icQ the San Lorenzo Cone, and 14 on the Niles Cone, with the z3y, 6/8,000 gallons, ranging from 28,000 gallons to 158,- .._,,., , ,• • 1 r [\r\c\ r\r\r\ 11 ■ t-i • 1.1. remaining 7 placed m three localities, presumably outside of 000,000 gallons capacity. 1 hese reservoirs are located at r- 1 r i 1 n^ 11 1 1 . • r on I- 1 11 ncA £ 1 the cones, rrom tests made of these 103 wells, the company elevations varying rrom oO reet above sea level to VjU reet. . ...,,. claims a probable output of 1 6 million gallons daily. It now There are eleven pumping stations, divided into two classes, r 1 1/ n- u j i £ ■ \.v ■ i ^ , furnishes Yi million gallons daily, from eight pumping plants one, those which deliver direct from a source ; the other, those 1 . 1 ^ • i u i m 1 j »u > £ ^_ ,^ located at various points between Newark and the town of which re-pump, serving as "Boosters." There are five of the ,-, ,, d- 1 j ^ ^ ^ ■ • FT 1 Pullman, near Richmond, former and six of the latter. The total pump capacity is 52.1 million gallons daily, 16.5 at the source of supply, and 35.6 in It has two sections of its distribution system built, one in the boosters. During 1911 the former pumped fO million gallons town of San Leandro and the adjoining portion of Oakland, daily, and the latter 18.2, a total daily average of 28.2 million known as Elmhurst, with 54.6 miles of pipe; the other in the gallons, of which 14 million gallons daily were pumped once, town of Pullman and vicinity, mileage 5.1 miles, or a total of 8.8 twice, 5.0 three times, and 0.4 four times. 59.7 miles. Arranged by sizes, 35 per cent is 2-inch and 177 APPENDIX 3— PRESENT SOURCES FOR OAKLAND, BERKELEY, ALAMEDA, ETC. under, 42 per cent being 4-inch and under. Twenty per cent of its pipes are cast iron, 4 to 1 0-inch, the remainder being steel screw, ^4 to 1 2-inch diameter. It has 2,000 service connections, all metered, and the pumps deliver into the mains direct, automatic electric devices regulat- ing the pressure. San Lorenzo Water Company The San Lorenzo Water Company supplies the town of Hayward with water, by means of wells located on a tract of 1 60 acres of land on the marsh, two miles southerly of Mt. Eden ; pumping station being at west side of county road, lead- ing from Mt. Eden to Alvarado, at edge of San Francisco Bay, upon an ear of the northerly edge of the Niles Cone. There are four 8-inch and 1 0-inch wells, varying from 400 to 500 feet m depth. Water is taken out of wells by means of an air lift, and the pumping plant — two Dow pumps — force the water to a reservoir — capacity 600,000 gallons — in Hay- ward, from which the distribution system leads off ; the daily average quantity pumped being 500,000 gallons. There are 1,279 service connections. The company reports that these wells have never been pumped to their capacity ; that the surface of the water in them varies from ground surface to a few feet below, dependent upon the rate of pumping. West San Pablo Land and Water Company This supplies its entire output to the Standard Oil Company's works at Richmond. The sources of supply are sixteen wells. located along San Pablo Creek, between the town of San Pal on the east and a point two miles west. Depth of wells varies from 220 to 230 feet. Seven we are equipped with deep well pumps, the remainder with air lif Pumping station is about three-fourths mile west of Southe Pacific Company tract. This plant supplies, on an averas 400,000 gallons daily. Hercules Water Company The pumping station of the Hercules Water Company situated west of Alvarado street in the town of San Pablo, lots 179 and 183, San Pablo Rancho, between San Pab and Wild Cat Creeks. The creeks here are about one-sixth a mile apart. There are three wells, ranging from 181 to 3: feet in depth. In two of the wells the water is raised by a one being equipped with a deep well pump. The wells all discharge into a sump at an elevation of f feet above sea. From the sump an electrically driven doub! action pump lifts the water to an elevation of 250 feet abo sea, at which place the pipe runs over a hill, the wafer fro here on flowing to Reservoir No. 2, situated northeast of tl town of Pinole. The elevation of this reservoir is 100 fe above sea. Water from it is distributed to Pinole and Hercuk The population supplied is about 1 , 1 00 ; number of servic being about 225. No water is sold in the town of San Pabl though there are a few consumers who tap the pipe line dire between the pumping station and the reservoir. The reserve distributes about 1 30,000 gallons every twenty-four hours. 78 Appendix No. 4 THE DEPENDABLE ADDITIONAL WATER SUPPLY TO CITIES FROM ALA MEDA C REEK. HOW SOON WILL WATER FROM THE TUOLUMNE RIVER BE NEEDED? Estimate by JOHN R. Freeman, C. E., May, 1912. (Revised to July 29, 1912.) Among all of the undeveloped sources of water supply owned by the Spring Valley Water Company the only ones that I find of noteworthy importance for increasing the water supply to San Francisco are those of Alameda Creek lying upstream from the Niles Canyon. These comprise three reservoirs for storage of flood waters on Calaveras Creek, San Antonio Creek and the Arroyo Valle. Also a further develop- ment of the ground water supply by means of new lines of wells to be pumped, located farther up the valley than the present Pleasanton wells. All of these can be made equally available to all of the cities around San Francisco Bay and can be used in con- nection with the aqueduct from the Tuolumne. I have been requested by counsel for the city to set forth in an appendix the data and line of reasoning by which I reached the conclusions stated in the body of this report. Diversity of Opinions There is a great diversity of expert opinion about the addi- tional quantity that can be derived from the Alameda-Sunol- Pleasanton-Livermore area, and it is of great importance to know the truth in order to estimate how soon San Francisco, Oakland, Berkeley, etc., will be driven to secure an additional supply from some more distant source, and also in order to value the water rights owned here by the Spring Valley Water Company. The Dependable Yield of Alameda Creek My own belief after studying all the information obtained from various sources is that the weight of evidence shows that although adverse water rights of the successors to the Bay Cities Water Company to 45 square miles of catchment at the head of Alameda Creek be disregarded and possible adverse rights of land owners of Niles Cone be also disregarded, and disre- garding also the probable increase of local use m the Livermore Valley for irrigation by pumping, that not more than about 25 or 30 million gallons additional to what is already being drawn can be obtained thai can surely be depended upon m a series of very dry years. If the above adverse claims were to be satisfied it is possible that no important amount could be taken in addition to what is now being drawn. As to disregarding these adverse rights to the water from the 45 square miles of tributary catchment on the upper slopes of Mount Hamilton now owned by the Bay Cities Water Company or by the United Properties Company of Oakland, I am inclined to believe that the 1 or 15 million gallons more or less which might be gathered here by building dams and con- duits will not be taken away because of the remoteness and the cost of conveying these waters to any point of sale ; but I am strongly of the opinion that the possibilities of this 25 or 30 million gallons daily being lessened by local use in the Livermore and Pleasanton Valleys, and by adverse claims from the Niles Cone farmers, cannot be disregarded. This adverse use may develop slowly. Taking all the conditions into account I am led to believe that construction work on the Hetch Hetchy source should be actively begun inside of five or ten years, that surveys and borings and road building should be begun this year or next and continuously carried on, and that probably the Calaveras reservoir and a new pipe across the head of San Francisco Bay should be pushed to earliest possible completion. In other words, estimating with the conservation that is proper and common in planning the domestic water supply for great cities in a semi-arid land, one cannot properly reckon the total yield available to the municipalities around San Francisco Bay from all of the 623 square miles of catchment on Alameda Creek at more than 30 to 50 million gallons per day, of which about 1 5 million gallons daily is already being drawn, and with strong probability that the additional quantity of say 25 or 30 million gallons daily now available from these sources Tpill become smaller in future. The data and reasons which have led me to these con- clusions are given in the following pages. Averaging the sum total of every gallon that passed down through the Niles Canyon during the nineteen years from I 889 to I 908, as heretofore computed and published by the Spring Valley Water Company from its gauge records, including all diversion through its aqueduct to the city and plus the local supply furnished near outlet of canyon, plus all flood waste and plus all other flow past the Niles Canyon dams, day by day, without correction or deduction of any l^ind, this aver- aged only 1 32 million gallons per day, but it is plain there must be some very important corrections and deductions. 179 APPENDIX 4— THE DEPENDABLE SUPPLY FROM ALAMEDA CREEK Uncertainties in the Spring Valley Record of Alameda Discharge In the volume on California Hydrography published by the United States Geological Survey in 1903, Water Supply Paper 81, Mr. J. B. Lippincott, after calling attention to the errors and uncertain character of the measurements by the Spring Valley Company over its old dam in the Niles Canyon, corrects the record the best that he can and deduces during the 58 months of comparison a discharge averaging only . . . 99 mil. gals, daily, against the Spring Valley's estimate for same period (still adhered to by Mr. Schussler) of. 141 mil. gals, daily, which discrepancy nearly all occurred during the flood months, and presumably the deduction was thought necessary because of the irregular shape of channel at dam, and the fact that its drowning by backwater in floods must very seriously decrease the discharge. Mr. Williams reports that the Spring Valley compu- tations were made by a formula proper for straight high weirs with clear overfall equivalent to Q:^3.4 L H'-, with no deduction for backwater or the eddying cross- currents in the approach. The above estimate by the U. S. Geological Sur- vey reduces the Spring Valley's gross estimate by about 42/141^30 per cent. This apphes only to the ten years of gaugmgs up to 1899, inclusive. Since the gaugings have been made over the new dam at Sunol the error is presumably much smaller, but this Sunol dam also has a badly obstructed get-away and is drowned out in floods, and much of the year's total discharge comes in floods and for this obstruction no allowance whatever has been made in the Spring Val- ley's estimates. We have no proof positive that Mr. Lippincott's adjustment is just right, but the shape of the river channel, photographs of the dam in flood and the formula used in computing the discharge, all make certain that the Schussler estimate exaggerates the real flow in the large floods. The fact that so much of the whole discharge for the year comes in these floods makes this error of measurement more important. Reducing the Schussler estimate for his 1 9-year term by only 20 per cent would lessen his estimate by 26 million gallons daily, leaving 132 — 26^106 mil. gals, da: instead of his 1 32. There appears to be a good deal of uncertainty in the Spring Valley Company's record of heights over these dams, notwithstanding that it is a very simple matter to determine and record such matters with accu- racy. Because of a mistake of computation in the Spring Valley office discovered by Mr. Williams, it appears the wrong placing of a decimal point had increased the record for March, 1898, from 575 million gallons to 5750 for the month, a deduction for this critically dry year of 5 1 75 million gallons must be made equivalent to reducing the daily average 1 4.2 million gallons for the year 1897-8, or 0.73 million gallons daily for the term of 19 years. Also there must be a small deduction because the records from 1 889 to the latter part of 1 900 included ihe run-off from 12 square miles between the Sunol and the Niles dams, which is no longer available for diversion to San Francisco, also about one-third of a million gallons daily (or more), which the company is said to be under obligations to deliver to riparian owners. This average of 130.3 million gallons daily left in the Spring Valley record after correcting the decimal error above noted includes many flood torrents that it would have been utterly impracticable to store, and with the building of the three great storage reservoirs there comes unavoidable loss of somewhere between 6 and 1 million gallons per day from evaporation. And Mr. Williams further reports no allowance has been made for pump slip and piston rod displacement in the station records, which may have been 0. 1 or 1 .0 million gallons daily too large from this cause. ISO FLOOD MEASUREMENTS OF ALAMEDA CREEK The Inaccurate Character of the Flood Gauglngs This supply comes mostly in floods. I am told that until recently there have been no accurate staffs set for measuring the depth at the so-called measuring weirs. The crest of the dams have been irregular and obstructed by planks or boards and most of the time the height was noted only once a day, even when varying rapidly after rains. To show more plainly the impossibility of making any pre- cise estimate of the flood flow over the Niles dam I present on the following pages a few recent photographs of the site, which will make the matter more plain to any experienced hydrographer than a written description. lessen the discharge as compared with an ideal weir, which the current approaches squarely. All of these disturbances absorb energy and thereby lessen the force which pushes the water over the weir, and it is difficult if not impossible to produce the same eddying effects on a small scale experimental model. But the most instructive view of all for showing the absurd- ity of trying to accurately compute this flow at flood heights by formulas for an ideal weir with free discharge, is found in the profile along the bed of the stream, traced by the flood marks on the bushes and shores. A profile of flood heights in the flood of 1911 thus traced is presented below and on the following page are presented photographs showing other unfavorable conditions for accu- The gravel bar at the southerly end of the Niles dam proves rate measurement. Note the extreme drowning of the crest the existence of a strong eddy above the weir, induced by the and consider the retarding effect that this must have had. sharp bend in the river shown a short distance upstream, which The c^^.p i<: aU th^ ,„^v»» ,.,k=„ , -J ^u ^ ^ • £ ^ ' 1 ne case is all ttie worse when we consider that it is from also keeps a hole scoured out in front of the north end of the dam. Plainly, in time of a great flood the current sets strongly against the north abutment from which the height was gaged, probably so much as to pile up the water here to an extent more than sufficient to compensate for velocity of approach, and this will apparently also be true in the extreme flood when head was measured from the manhole tower. The restricted channel just below the tower would seem to add to this ten- dency to pile up the water in floods at the place where its height was measured. This was probably worse formerly. It is a general rule with regard to the flow over dams that the storage of floods measured in this grossly inaccurate man- ner that the claimed vast capabilities of Alameda Creek for the future supply of San Francisco have been estimated. At the Sunol dam the photographs show an excellently straight channel of approach and for moderate depths the dis- charge measurement would be fairly accurate except for the irregular pieces of board commonly attached to the concrete crest, but at flood heights this weir also becomes so drowned that it is utterly worthless as an instrument for measurement and any attempt to compute discharge over it by formulas for an ideal weir having free fall must grossly exaggerate the disturbed eddying conditions will lessen discharge, and that a quantity. Particular attention is called to the longitudinal pro- diagonal approach because of a bend or an eddy will also file over this weir in the flood of January 15, 191 ]. Elevation varies from 112.73 to ElevaVion vanes from 109.7 +o 111.7 See Pho"Vo5raph shovjing, bend upsVream in river causing oblique and eddying approach +o weir in high Floods Original 5fopLoe,5 The old posti are now Surrounded by concrete addition +0 dam ^Elev 109.62 to IH.03^ '^Probable Top of Old Masonry SECTION OF ' WLIR CREIST CoNOiTioiNs Preventing. Accurate Weir Measurement of Floods over THE NILES DAM Note the Hight of Weir in Proportion to depth oe backwater In MID5T OF CHANNEL Near South End of Weir the Couectiom OF Gravel is nearly Flush with crest From Data Collected by i Prof. Hyde et al. for d.R.F. June,l3l2 120 5ee Photographs Attached Dis'l'ancc upstream from Dam m Feet ^-c Distance downstream from Dam m feet The MEASUREMENTS OF D15CHAR6L were made at this dam FROM DEC. i688 TO 1900 , II YEARS + 181 APPENDIX 4— THE DEPENDABLE SUPPLY FROM ALAMEDA CREEK FORMER CREST OF NILES DAM. Note ihe badly obstructed get-away, and particularly note that the situation in time of flood would tend to an increase of height of water as measured on the manhole chimney on which man is stand- ing more than enough to compensate for effect of "velocity of approach." Note obstruction by fishway. The get-away for water around the chimney probably is now more open than formerly because of build- ing road. Compare with (3). rJlLES DAM CREST, AS REPAIRED WITH CONCRETE. The water height in floods was measured on chimney C. In small floods was measured down from corner of A. In low-water measurement was taken below corner B, against the upstream face, all apparently tending to approach. against the automatically correct for velocity Gafe H Fishway -Mli NILES Coniours 108 300 .sfadra rta' .seK'fK^j in bed and on ne*v ro, referred Vo da Repoil of J R Freeman, Consult Auuust- 1. 191 182 CONDITIONS MAKING ACCURATE MEASUREMENT IMPOSSIBLE NILES DAM, S. V. W. CO.— GENERAL VIEW, LOOK- ING UPSTREAM. Note the bend in the river upstream which causes the current to approach the weir diagonally and tends to pile up the water at the end where the height was measured. LOOKING DOWNSTREAM OVER NILES DAM. Note the gravel bar deposited by the eddy just upstream from southerly end of dam, nearly flush with crest. Note the abrasion of south end of crest in (3) above, due to cobbles and gravel rolled over by flood after being rolled along face up the incline of the gravel bar by the diagonal current. LOOKING UPSTREAM TOWARD NILES DAM FROM BELOW. Showing obstructed channel. THE CHANNEL OF ALAMEDA CREEK DOWN- STREAM FROM SUNOL DAM, AND UPSTREAM FROM NILES DAM. Showing obstruction by rough bed and bushes, which cause the backwater. 183 APPENDIX 4— THE DEPENDABLE SUPPLY FROM ALAMEDA CREEK THE SUNOL DAM IN FLOOD. (Probably January 15, 1911, about 10:30 A.M.) Showing the backwater in flood. Note from the shallow depth shown flowing over the east wing that serious backwater exists under less than the highest floods. The above was a relatively small flood. The height on dam was about 4 feet 3 inches, or less than one-third that shown on the profile. THE SUNOL DAM IN FLOOD. (Probably January 15, 1911, about 10:30 A.M.) These discharges said to have been computed by S. V. Co. as for an ideal weir with free discharge. The marks indicate depth about 4 feel 1 inch above dam at time of photograph. Distance downstream from Dam in fee+ Crest about ^ , bin. Board fall from 100 ft. upstream y from Dam to 100 ft down- stream ^ only about 2.6 fecT fall. Elevation varies from 201.09 to 201.31 7 f t . in. wi 5 g c z s «J aj "ffl enli educ „ frc alter ^ ^ a «-. o g iratic etwe e ru DP 2 ff at llion 16 ye the 1-^ n.S ■« J 1 4j .11 for a as d< ms, Jr of sc o oc'g spth gings y Co evapo ice b nd th pth. n-off . to a deduc* Seasonal year 1, until 1904, ly on July 1 . Average run-o equivalent mi daily for ih gauged by Valley Co, c 13 11 C S - " i Average of the Average rainfa catchment are. by C. Willia, careful study gauges. Excess of stra of Ml, Ha Niles, Total inches d' off, from gau Spring Valle near Sunol, "Fly-off" or being differei the rainfall a off, inches de; Per cent of ru by S, V, Co rainfall as Williams. Inches. Inches. Per cent. 1889-90 426 45.2 28,7 36.9 35.5 1.4 4 14.4 11,1 40.5 1890-91 96 24.1 14,2 19.1 16.2 2,1 16 3,2 13.0 18.0 1891-92 52 27,5 14.2 20,8 19.4 1,4 7 1.8 17.6 9.3 1892-93 279 37.9 26,3 32,1 29.2 2,9 10 9.5 19.7 32.5 1893-94 151 35,8 17,2 26.5 20,4 6.1 30 5,2 15,2 25,5 1894-95 224 36,6 24,4 30.5 28.7 1,8 6 7.6 20.1 27,4 1895-96 102 29.8 16,4 23.1 21.0 2.1 10 3.5 17.5 16,7 1896-97 174 32,2 17.3 24.7 23.1 1.6 7 5,9 17,2 25,5 1897-98 10 17.7 9,1 13,4 10,7 2.7 25 0,3 10,4 3,2 1898-99 68 25,7 9,3 17.5 16.2 1.3 8 2.3 13,9 14,2 1899-00 50 29.3 12.7 21,0 18.5 2.5 14 1,7 16,6 9,2 1900-01 88 31,6 19.7 25,1 24.1 1,0 4 2,9 21,1 12.0 1901-02 54 27,6 16.8 22,2 18.6 3,6 19 1,8 16,8 9,7 1902-03 64 30,3 14,3 22.3 19.5 2.8 14 2,2 17.2 11,3 1903-04 101 33,8 13.3 23.5 19.3 4.1 21 3,4 15,9 17.6 1904-05 56 28,6 15.8 22,2 21,8 0.4 2 1.9 19.9 8.7 1905-06 173 38.4 19.3 28,8 25,0 3.8 15 5.6 19.4 22.4 1906-07 278 43,3 23,1 33,2 29,1 4.1 14 9,5 19.6 32,7 1907-08 58 23,9 9,9 16,9 14.9 2,0 13 1,9 11,9 12.7 1908-09 37,4 18.6 28,0 25,2 2.8 11 1909-10 1910-11 From the above it is seen that the method of computing the average rainfall on the Alameda watershed used by Mr, Schussler, by simply aver- aging the Mt, Hamilton and Niles gauges, ranges from 2 per cent to 30 per cent more than the average worked out from all available gauges, and averages 12i/2 per cent greater. 195 APPENDIX 4— THE DEPENDABLE SUPPLY FROM ALAMEDA CREEK The Strange Relation of the Gaugings at Calaveras to Sunol Gaugings of Total Flow A lack of dependability in the Calaveras gaugings of the Spring Valley Company is indicated by the following com- parisons : O ■ *§ £5 ily ol, ily la- are .ess (13 rt -t is ual run at Su re mil< ual run t Cala site, iles. ding c al Su re mil ding c at C 01 sq m rem 2 sq differe 4j >-> h^ C " _ H l«= 1 c — ^ >.. (0 P C<-1 -^ ^"^ s oj I rt ent])-fTve times as great on the Calaveras watershed as on the remainder according to these gaugings. Similarly, during the year 1907-08, the run-off gauged as coming from the 1 00 square miles of Calaveras was about twice as much as that which came from the remaining 523 square miles, or more than ten times as great a yield per square mile. In the very wet year, 1906-07, the quantity coming from the hundred square miles of the Calaveras was substantially equal to the quantity that came from the remaining 523 square miles, or more than five times as great a yield per square mile. If these figures were accurate, it would be impossible to be- lieve that in the year 1 904-05 with only 1 0. 1 million gallons from all outside of Calaveras, the Spring Valley Company could have supplied any larger amount from the Pleasanton region than it is now taking. The Intake to the Gravels I note from going over the ground incompletely that the area of bare, open, gravelly creek bed is much smaller than the broad square miles classed as gravel intake on certain of the maps, and the proof of the inefficiency of the intake to the subterranean storage to drink in the water that flows over these beds is found in the floods which escape down Laguna Creek, and in the fact that a large pari of the total volume of the ijear's run-off comes along in these floods. A study of the relation day by day of the record of run-off at Sunol following each important rainfall is interesting in showing how quickly the limit of the absorptive power of the gravel intakes is reached. Similarly along Alameda Creek near the top of the Niles Cone the limit of capacity to absorb flood flow appeared to be reached at about 30 million gal- lons daily, which is a small fraction of what comes along in a flood. Irregularity of Flow Proves Absence of Natural Storage The lack of regularity in run-off gauged at Sunol shown in the table of yearly totals from I 889 to 1 908-09, presented by the Spring Valley Company, makes it incredible that the broad gravel deposits near Pleasanton and Livermore can play any- thing like the part in regulating the outflow which has been claimed for them, by storage in their porous spaces. Note, for example, that in the seasonal year 1 889-90, which had the greatest rainfall (35.5 inches) and had the greatest run-off of any year yet recorded, was followed by one in which the run-off was less than one-fourth part as great as in the previous year. Similarly, the year 1906-07, with a rainfall of 29.1 inches and a run-off of 103 billion gallons, was fol- lowed by a dry year in which the total run-off was only 21 billion gallons, or one-fifth part of that in the year previous. The year 1896-97, with an average rainfall of 23.1 inches and a run-off of 63.5 billion gallons, was followed by the very dry year 1897-98, in which the total run-off^ for the year was only 3.6 billion gallons, or only one fifty-sixth part of the pre- vious annual delivery. Conversely, the prompt response to a heavy rain in increased flow shows that much water avoids sinking into the gravels. There is a totally difi^erent relation of variability of run-off here from wet season to dry from that which I have found where large underground storage really exists, in porous volcanic ash deposits upstream from Big Meadows, California, or on the Pitt River. It is plain from the records of variable flow that whatever run-off from Arroyo Valle and Arroyo Mocho as they issue from the steep mountain valley and flow across the plain sinks into the broad gravels does not stay there and store itself under the natural conditions so as to increase to any noteworthy ex- tent the yield of the dry years which followed. A study of the swelling yield in January and the gradual diminution in June, July and August shows plainly that the period of storage in the gravels is one of only a few months' duration, and that the absorption is never complete. 196 LACK OF RELIABLE MEASUREMENTS OF RAINFALL AND RUN-OFF A study of the topographic map and a superficial examina- tion of the region must lead one to expect that any storage in these gravels would be relatively brief and of small effect in carrying over the surplus of a wet year for use in extremely dry years, unless it can be proved that the gravels are porous to great depth and continuous enough so that water will flow readily from one part of the bed to another and unless wells are sunk and pumped so far below the rim of the basin that the drained space will hold all that comes down in a wet year. Also, it must be proved that the surface exposure of gravel is broad and porous enough to drink in the flood as fast as it comes along. The very fact that raging torrents sometimes pour down these stream beds, past Livermore and Pleasanton, of itself proves that the capacity of these gravels to take in the rapid flow following a heavy rainfall is extremely limited, and the topographic map of the United States Geological Survey plainly shows that the downstream edge of this gravel storage basin is about elevation 320, while the upstream corner of the basin is at about elevation 470 in the case of the Valle and 550 in the case of the Mocho, and upward of 600 at the extreme upper edge of the gravel floor. In other words, the gravel intake is 150 to 230 feet higher than its outlet, thus giving a great incentive for the upper layers of the gravel to soon drain out, as indeed the hydrograph shows they do, in the course of a very few months. (See diagram on page 87.) Mr. Schussler's Isohyetal Lines Certain rainfall charts presented by Mr. Schussler com- pared with the studies presented by Mr. Williams, are crude affairs. It is plain on examining them carefully that his lines of equal rainfall for the several years have been drawn with a bold, free hand, and while I have no doubt they repre- sent the broad, general tendency, it is certain they are not at all precise, for a study of the relief map shows that the average rainfall contours must twist and turn around, paying far more attention to the altitudes at different parts of the area than is indicated by Mr. Schussler's charts. Still it is a far simpler matter to approximate what this rain- fall is over these areas and to roughly approximate what this rainfall will average for a long term of years at a given spot than it is to say what proportion of this rainfall would become available as run-off from that particular subdivision. This run- off proportion is extremely variable and uncertain. Relation of Rainfall to Run-off Mr. Schussler's rule for finding the run-off for the several subdivisions into which he divides the total area of 653 square miles for purpose of estimate, apparently rests simply on his personal judgment, and he presents no logical argument by which another engineer can arrive at the same results, or can check up his deductions. To begin with, his areas are a little larger than those shown on the latest maps. His rule for estimating the gross precipita- tion simply averages the rainfalls observed at the Lick Observ- atory and at Livermore for the year in question. This average of the two is probably 1 2'/2 per cent larger than the actual aver- age rainfall over the whole watershed (see table). Then, he works out a percentage for the ratio of the run-off to the rain- fall for each subdivision which looks to him reasonable (but which I assume is influenced by the erroneous Calaveras gaug- ings). These percentages are based on Mr. Schussler's "judg- ment and on nobody's accurate measurement. All through this attempt to show that the Spring Valley owns vast undeveloped resources which would supply the growth of the city for many years, I find a vast amount of speculative philosophy and a sad lack of cheap simple meas- urement such as the water company had it in its power to have made for twenty or thirty years past. Error of Relying on Long-Term Averages It appears absurd to figure that all of the great quantity of water which he estimates as available, could be so conserved by the natural gravel storage plus the artificial storage which he proposes of thirty billion gallons in the proposed Calaveras reservation, eight billion gallons in the San Antonio reservoir, and twelve billion gallons in the Arroyo Valle reservoir, so that not a gallon would run to waste down the Niles Canyon during the long period of eighteen years. In problems of water supply we must always be limited by the amount that is dependable in a series of years of low rain- fall. It is never proper to base such estimates upon the average run-off for a long term of years. The effect of these long-term averages is always to smooth out the sharpness of the fluctuation between wet years and dry and to lead to an exaggeration of the quantity which can be supplied in time of extreme drought. Inadequacy of Storage at Sunol That the Sunol filter area of porous gravels cannot be of any material assistance in the storage and carrying over of water from a wet year to be used in a dry year may be seen in a common sense way by noting its area as shown on Mr. Schuss- ler's map in comparison with the area of the proposed Cala- veras reservoir, and by reflecting that the bottom of these porous gravels is said to have been reached when building the concrete filter gallery, which I am told has its foundation resting for nearly its entire length upon a hard, impervious stratum of ming- led gravel, sand and clay underlying the stratum of porous 197 APPENDIX 4— THE DEPENDABLE SUPPLY FROM ALAMEDA CREEK gravel, and it is pictured with an impervious bottom m the very interesting advertising pamphlet of the Spring Valley Water Company. I would not be understood as failing to appreciate the fact that the Alameda properties of the Spring Valley Company form a magnificent water supply system, developed thus far with great wisdom, skill and foresight and furnishing today I 7 million gallons daily of water of admirable sanitary purity (though hard). My present report relates chiefly to the ad- ditional extent to which these sources can be developed, which I believe is greatly over-estimated by the Spring Valley officials. With true paternal fondness Mr. Schussler over-estimates the capabilities of his child. Gravel Storage Probably Over-Estimated After very carefully reading all of the reports submitted by the Spring Valley Company and also studying the data col- lected by the city, I find no evidence to disprove the idea that this porous gravel deposit probably is simply a vast, broad, shallow, irregular multitubular sort of conduit, for or five miles in length, into which, during periods of loxv flow, and lore medium flow, all of the waters of the Valle and Mocho Creeks sink and disappear downward at the large porous gravel out- crops, which are found where the steep mountam valleys meet the gentle inclination of the plain. But there is abundant proof that the mouth and the conduit space with the pores of these gravels have not capacity to drink in more than a fraction of the flow that goes down the mountain valleys in the time of great flood, and therefore this unabsorbed portion of the flood flows down over the surface, along the bed of the creek above the c/al) cap, finally reaching Laguna Creek without any possibility whatever that all of the run-off of the wet year, I 892-93, for example, could have all been con- served by storage in the gravels. The portion of water which is absorbed into the gravels per- colates slowly downstream through the bed of gravel, but all indications are that the great bulk of it traverses its course of four miles, more or less, in much less than a year's time, and then reappears in the swamps near Pleasanton. The fact brought out by the Spring Valley's records of yearly, monthly and daily flow at Sunol and the rapid shrinkage in the rate of flow after a heavy flood, plainly shows that this situation is very different from that presented in some parts on California, Texas and Montana, where I have observed springs of great volume coming from subterranean storage, with slight fluctuation in the course of the year as the dry season followed the wet season. Here the rapid change in rate of flow from February to August is proof positive of the limited detention by storage in the gravels. The diagram on page 87 is of great interest in this con- nection and the same facts are shown year after year in plot- ting the comparisons of rainfall and run-off. It may, of course, be argued by Messrs. Schussler and Mul- holland from the great depth of the refilled pocket disclosed by Professor Branner's extremely valuable geological studies that one might sink wells almost without number into this vast gravel deposit, which has "more than 1,000 feet of depth," and so draw down the subterranean reservoir during a series of dry years that the flow of the following wet year would all be used to replenish this depletion ; but neither in Dr. Branner's report nor in Mr. Schussler's report, are there any satisfactory data presented which would tend to disprove the probability that by far the greater part of this deep deposit possesses very little of porosity available for storage or suitable for prompt release of the stored water by pumping. Probability That Deep Beds Are Impervious It is a matter of general experience that where coarse gravel deposits are laid down by quick-moving streams as they leave their steeper mountain courses and travel with much smaller velocity across the lesser slopes of the plain, that the channel in the plain is subject to much meandering and shifting, with a result that the coarser gravels are commonly laid down in sepa- rate, lune-shaped beds, each at some eddy or "ox-bow" in the stream and that after a relatively small area has been thus covered with loose, coarse gravel, the stream during some freshet will make a short cut across the neck of the loop, leaving the previous gravel deposit to be slowly covered and surrounded by finer impervious material, such as deposits in eddies. There is ten-fold more reason to expect that the gravel depos- its laid down in the localities described are mainly detached lune-shaped masses, or "kidneys," with uncertain obstructed connections, through which the delivery of stored water from one link to another would be very slow, than there is for sup- posing it all a vast, homogeneous mass, as would be required to support the estimates presented by Mr. Schussler. When comparing the fluctuation of the plane of saturation at one well with that at neighboring wells, it must be continually kept in mind that while it is possible that two wells, some hundred yards apart, will tap the same porous lune or kidney of porous gravel, any number of other wells in the vicinity might happen to not tap the same bed. While one must recognize that there were good business reasons why the Spring Valley Company could not enter upon lands which it did not own and make extensive borings, there were many ways in which it could have, during the past ten or twenty years, quietly accumulated a vast amount of definite 198 INACCURACY OF RUN-OFF DEDUCTIONS information which would be of great value at the present time. The simple averaging of floods and droughts in statistics does not insure the possibility of a uniform daily supply. From a study of the rainfall records at Mt. Hamilton and that at Livermore and from their own observations upon the varying character of the vegetation in different parts of the territory which they inspected, Mulholland and Lippincott make out a table of their own of the average rainfall in the different portions of the valley, with the areas in square miles of each portion to which this average pertains, and having satisfied themselves about the accuracy of this average rainfall, they take a well-known but loosely established curve published in the U. S. G. S. Water Supply Paper No. 8 1 , page 1 7, designated as a "general curve for large watersheds," which was intended to represent general or average conditions in California, and applying this curve to their depth of rainfall they deduce the depth of run-off for each subdistrict, which multiplied by the square miles in each subdistrict, gives the quantity which the said subdistrict can yield. This method happens to bring out a result very near to Mr. Schussler's estimate of the yield, but / would most sirongl]) pro- test against any) such method being a reliable one for giving accurate results. It was simply a very rough, broad general- ization, which often falls wide of the mark. The engineer who devised this curve had extremely little data to guide him in drawing that part of the curve where the rainfall is so small as it is in the Livermore Valley, and the vagaries found in this particular region and described in pages 194 and 195, preceding, shows how utterly unreliable is the use of such a generalization in this case. Some years ago when studying a large water power develop- ment on the Feather River, I made a careful analysis of all of the data presented in Water Supply Paper 8 1 , and of much other data, and found it very plain that the quantity of run-off which could be obtained from a given depth of rainfall where the total annual precipitation was only from ten to twenty-five inches per year, 15 extremely capricious and is subject to the widest I(ind of variation on different watersheds and on the same watershed in different years. How grossly vague such a method is, can be judged by a comparison of the curve selected by Mulholland and Lippincott from Water Supply Paper No. 81 (which paper was prepared by this Mr. Lippincott), with a curve that I have drawn from the actual records for this patricular region, kept for nineteen years by the Spring Valley Water Company. It will be seen that in the several individual years the results of measurements depart widely, and without rule or reason, from the curve that has been adopted by Mulholland and Lippincott, in deducing the yield of the Livermore region and the fact that their result happened to come out nearly the same as Mr. Schussler's really proves nothing at all. In the effort to make a proper deduction on account of the evaporation loss from the swamp lands north of Pleasanton, the authors have recourse to their own observations from moist lands in the Owens Valley and assume that the evaporation from water surfaces in the Livermore Valley would be only 40 inches in depth per year, and that the evaporation from wet ground with saturation three feet beneath its surface would be 55 per cent of that from an open water surface in the same locality. It should be noted that the Owens Valley observations were made at an altitude of some 4,000 feet above sea level, where the night temperature is very different from that during the day, and where the mean annual temperature is so /nuch less than at Livermore as to lead one to anticipate far more evaporation at Livermore than at the site of their experiments. They make no proper allowance for this great difference in temperature and conditions. I have myself made extended experiments on evaporation at high altitudes in California, possibly the most elaborate that have yet been made, and found by my psychrom- eter as well as by micrometer measurements oT the depth in my evaporation tanks that at night at high altitudes, the air becomes quickly chilled and that evaporation then almost stops. In the warm wraters and warm summer nights of the Calaveras, Antonio and Valle sites the winter evaporation and the night evaporation would be very much larger. In their estimates of drainage from the voids in the sands and gravels, presented on page 8 of their report, they present an estimate so hasty and crude that I am pained to find the names of my good and able friends attached to it. They have absolutely no justification, which I can find, for assuming that 35 per cent of the volume ma^ be drained out from the voids in the average sands and gravels of this valley, and most cer- tainly they have no basis for their belief that the denser overly- ing soils, constituted mainly of clays, "would give up 1 per cent of their volume in water," under any possible system of water supply development. I regard these figures utterly un- warranted for these circumstances. They also utterly overlook the probability that the gravel deposits do not lie continuous, but most probably he in kidneys (as is confirmed by Professor Branner), so that they cannot be rapidly drained by any practicable well system. Their own personal seepage observations are on interest as far as they go, but comprise only two observations, namely, that on January 27, 1912, following a rainstorm of the day previous, they witnessed a flow of 45 second-feet measured at the clay bridge on the Arroyo Valle, all sink into the gravel bed of the river within three thousand feet length of channel below the bridge. On the same day they found ten second-feet 199 APPENDIX 4-~THE DEPENDABLE SUPPLY FROM ALAMEDA CREEK flowing in the Mocho at the mouth of Dry Creek, which all disappeared within a mile. They display these two little iso- lated observations and ignore such facts as shown in diagram on page 87, and of which there are dozens of instances in the records to which they had access. It may be worth while to criticize the statement on page I 1 , of their report, about the gravel which fills the valley, "that since the material was transported entirely during the periods of high flow, it is mainly composed of clean materials, as the finer products of erosion were carried away in suspension to the sea." That they were not carried to the sea is shown by the vast deposits of clay over the downstream end of the Livermore Valley and the clay cap of the Niles Cone, and by the plugging up of the downstream end of our multitabular gravel conduit, causing the artesian condition. May we ask what becomes of the particles of sand and silt and the small particles of gravel that have been the cause of making these flood waters turbid during the floods of the past few years? When the turbid water disappears into the porous gravel and comes out as beautifully clear, filtered water a few miles down- stream, surely the sand and silt that caused this turhidit]) must have been caught and detained within the pore-space of the coarser gravel which was first brought down. Beyond all doubt or question a large part of the original pore-space between the coarse pebbles has become packed full of silt in this manner. The artesian condition found formerly before heavy pumping began at Pleasanton and on the Niles Cone near Alvarado is plainly the result of, first, a clay cap having been deposited on top of the multitubular gravel conduit, and, second, of the lower end of the gravel conduit having become clogged by silt. On page 1 3 of their report, the authors conclude that the alluvial deposits and the clay cover is far from impermeable. // this were the case, why should the flood wave rise to such sharp peaks after a rapid fall of rain? Summing up my conclusions I can find nothing in the data, or in the reasoning, presented by Messrs. Mulholland and Lip- pincott, or in the much more complete data presented by some of the others who have studied this region, which gives any reasonable basis for the conclusion reached by Mulholland and Lippincott on page 20 of their report, that by means of wells and pumping, "and without the construction of the Arroyo Valle reservoir, from 35 to 40 million gallons per day of con- tinuous flow can be developed from the gravel beds of Liver- more Valley." I am led to believe that the best of the evidence surely proves that less than half this quantity can be so obtained. A Brief Review of Dr. Branner's Report of December 1, 1911 In my visit to the Livermore Valley in last August I had the pleasure of Professor Branner's instructive company, and he pointed out much that was extremely interesting regarding its geologic history. His report of December 1, 191 1, has been handed to me by Mr. S. P. Eastman, Vice-President of the Spring Valley Water Company, for my further information. There is no man living better qualified than Dr. Branner to speak with authority upon the geology of this region and his conclusions regarding the origin of this deep basin and its refill, which forms the present floor of the valley, appear so reason- able that they may be accepted without question. But after studying Professor Branner's report carefully, I am still unable to concur in the extremely optimistic views of Mr. Schussler, Mr. Lippincott or Mr. Mulholland regarding the volume of water which can be stored from the sudden floods sinking into these gravels and reclaimed for the domestic supply of the cities. Professor Branner himself makes no suggestions as to the quantity of water, save to describe it in indefinite terms as ' very large." Of the various materials that have been washed in from the surrounding hills, forming the valley refill in which these wells were driven, he finds that the clays have the widest distribution, and the greatest thickness ; that the sands are next in abundance, and the gravels last in order of abundance. That the materials vary greatly in thickness and alternate with each other variously. Three of his conclusions that are particularly important in our present study are given on the third page of his report: (1 ) "The pockety or uneven distribution of the gravels sug- gest that they have been carried to their present resting place by streams." (2) "All the available data go to show there is no single widespread water-bearing gravel bed beneath the valley floor." (3) "The water-bearing beds are lenticular and more or less irregular ; though they appear to follow the lines of the ancient and shifting drainage as if it had swung from one part of the valley to another." Each of Professor Branner's conclusions stated above, tends to confirm the views that I have expressed in my report about the limitations to the available storage of water within these gravels. Professor Branner's statements as to the water-bearing char- acter of the deep gravels are distinctly qualitative, not quanti- tative, but so far as they go they tend to confirm the statements 200 INABILITY OF GRAVELS TO ABSORB FLOOD FLOWS and conclusions of Mr. Cyril Williams, Jr., as set forth in his geological cross-sections, which sections show the water storage space in the porous gravels to be far too small to store the volume required for storing and equalizing the floods of eighteen years. The lenticular form of the beds mentioned by Professor Branner and their irregularity render them far less available for purposes of subterranean storage, with rapid absorption and ready delivery to the wells than if they lay in a single wide- spread continuous water-bearing gravel bed. Open Pore Space is Necessary for Water Storage Although we accept without question Professor Branner's conclusion that the westerly part of this great basin, miles in extent, has its rock bottom more than a thousand feet below the present valley floor, and concur that the refill is composed chiefly of gravel, the breadth and depth of this vast mass of gravel proves nothing as to its availability for water storage for municipal purposes and for conserving the flood flow of these extremely variable streams until we have definite knowl- edge about the volume and size of its pores. One does not buy a mine on the basis of a generalized geologic map. Such evi- dence is useful but not conclusive. The well-borer commonly records a material penetrated as "gravel" regardless of whether it is pervious or impervious, or how completely the pores between its coarser pebbles are filled. The coarser stones, larger than hens' eggs, may have their interstices filled with smaller stones, the size of marbles, and the interstices between these may be filled with smaller gravels, the size of small peas, and these in turn have their interstices filled with sand grains smaller than grass seed, and the interstices between these sand grains be filled with clay. In this case the whole would form a compact impervious mass, which would be absolutely useless for the conservation of a variable water sup- ply, although so saturated that it would show 20 per cent or more loss in weight when carefully dried in the laboratory. In order to be useful for the purpose of regulating stream flow, not only must the gravel bed be of vast extent and be chiefly composed of very coarse pebble-gravel — it must have the interstices between the coarse pebbles open, effective and available for receiving an infloTe of water rapidly and for ili rapid delivery to the pump. The rate of flow of water through coarse sands that have no admixture of clay is far more slow than is popularly appre- ciated; one mile per year is not an uncommon rate. Obviously the underground reservoir must give up its water far more rapidly than this if it is to be useful under such conditions as are found in the Livermore Valley. None of Professor Branner's conclusions conflict with the plain, common-sense view that the pore-spaces within this vast deposit of gravels must have long ago become largely filled with the finer particles. The fact that today water drawn from the gallery at Sunol and from the wells at Pleasanton is beauti- fully transparent and free from all trace of turbidity, while streams which pour down the valleys in time of flood are highly turbid, is of itself a proof that in the thousands, or hundreds of thousands, of years during which the refill of the valley basin has been going on, the filtering gravels have been in the process of becoming clogged, and the fact that as shown in the accompanying section, taken from Professor Branner's report, the level of the gravel bed, where the floods issue from the mountain valleys, is two or three hundred feet higher than the surface of the stream near Sunol and that vast areas of open, porous gravels are exposed in the stream beds so as to drink in whatever they can of the turbid flow, which they discharge later as clarified water at the Pleasanton wells or into the Pleasanton lagoon, proves that this process of clogging this filter must be going on still. Professor Branner's report, page 4, emphasizes the fact of the peculiar seasonal distribution of the rainfall in this region. The great volume and velocity of the streams, especially the Mocho and the Valle, which together drain a mountainous area of more than 2 1 5 square miles and head about an elevation of 3,000 feet, enables them during the flood times to sweep down and out, not only the sands and gravels, but even large boulders, and in large quantities, and this arrangement also enables the lesser quantities of water flowing at other seasons to sink promptly into these coarse gravels and to gradually move toward the lowest part of the valley. It appears to me that this statement plainly confirms the view which I have previously indicated, that while these gravels can absorb the relatively small summer flows and conduct them slowly downstream beneath the clay cap, somewhat as in a multitude of little pipes, toward the Pleasanton wells or the old Pleasanton lagoon, this structure of the ground is utterly incompetent to absorb and store the large portion of a great flood, much less to absorb them so fully that not a gallon from the Mocho, Pescadero, etc., would be wasted during the long period of eighteen years, as is estimated by Messrs. Schussler and Mulholland. One of the most important and gratifying results of Professor Branner's investigation is his conclusion, stated on page 8, that the contour of the present surface of the ground and the rela- tions of that surface to the present valley outlet through the Niles Canyon, make untenable any theory that there may be an underground outlet for the waters of the Livermore Valley northward through the San Ramon Valley. Finally, comparing Professor Branner's report carefully 201 APPENDIX 4— THE DEPENDABLE SUPPLY FROM ALAMEDA CREEK with the data presented in the well-boring records shown in the report of Mr. Cyril Williams, Jr., I find nothing that tends to contradict the data presented by Mr. Williams. Paragraph No. 1 5 of Professor Branner's conclusions is of particular interest, namely: "It is quite possible that further geologic studies may develop the fact that deep artesian wells may be found by sinking into the older gravels near the foot of the hills east of Pleasanton." As yet this is merely a hopeful possibility and can have no important part in an estimate of the value to San Francisco of the sources now controlled by the Spring Valley Water Com- pany. It is well to remember that human nature, east and rvest, is found extremely optimistic as to underground water sources, much as it is Tvith regard to other kinds of mining, and that in the whole history of water supply engineering the number of cases of successful artesian wells giving a volume sufficient to be of material use in the supply of a large city, are extremely rare. I have visited and studied the region in which Mr. Mul- holland is developing underground water by deep wells along the western edge of the Owens Valley, at the base of the delta cones, and I consider the conditions there to be very different from those found in the locality now in question. There at the base of the great eastern fault-scarp of the granite Sierras, the pebbles and sand grains resulting from the attrition, and water-sorting of material cracked off by frost from the hard primitive rocks are surely more likely to be open and porous at the foot of the steep delta cones, than those on the more level floor of the Livermore Valley, resulting from the re-working of the softer ancient, sedimentary material of this portion of the Mt. Diablo range. 202 Appendix No. 5. The following is an abstract of the conclusions found in an investigation described in a report of 4 1 pages with 42 sheets of well logs and 70 diagrams, prepared to be filed on August I, 1912, with the Advisory Board of Army Engineers for the Secretary of the Interior, in response to his request to show cause, etc. : July 27th, 1912. Percy V. Long, Esquire, City Attorney, San Francisco, Cal. Sir: There is herewith submitted you report on the water sup- ply of the Niles Cone, Alameda County, California, pre- pared at your request, following the call by John R. Free- man, C. E., for definite facts and figures with regard to the ground water supply of this region. As the result of the investigations conducted in the field from May 21st to July 15th, 1912, and office studies since latter date, the following statements are presented: Alameda Creek is the source of water supply for the Niles Cone gravels. These gravels receive the Alameda Creek waters through percolation. About 1 500 wells are now in use, extracting the waters from the cone gravels. The total quantity pumped from the cone last year averaged daily 1 4,000,000 gals. Of this, the daily use upon the cone averaged 5,500,000 Sent outside the cone 8,500,000 To Oakland by People's Water Co 8,000,000 To Hayward, by San Lorenzo Water Co. . . 500,000 The area of the Niles Cone is about 74 square miles, equal to 47,360 acres. Excluding the Coyote Hills, area 1 ,280 acres, there remains 46,080 acres, segregated as fol- lows: Salt marsh lands 1 6,000 acres Farming Lands 28, 1 60 Town and village sites 1 ,920 o Of the salt marsh lands about two-thirds, 10,700 acres, will probably be reclaimed and require irrigation within the APPENDIX 5— LOCAL NEEDS ON NILES CONE FOR ALAMEDA WATER mil. gals, daily, mil. gals, daily, mil. gals, daily. next thirty-five years. About 1,500 acres have been reclaimed to date — an experimental farm on the Oliver Salt Works lands demonstrating the possibilities. The area of irrigable land, including area of communities, is about 40,780 acres; 80 per cent of this, or 32,500 acres, will ultimately require irrigation. Two acre-feet per year is assumed as the duty of water. The amount of return water, i. e., water which can be used a second time, by recovery through pumpage, is estimated at 1 ,600 acre-feet. The estimated total annual quantity of water required for irrigation with the maximum area irrigable in any one year — 32,500 acres — irrigated, is 63,400 acre-feet, which equals 56.7 million gallons daily flowing one year. The total annual average discharge of Alameda Creek, including the quan- tity sent to San Francisco by the Spring Valley Water Company, during the criti- cal six consecutive years of low rainfall, beginning with the year 1 88 and ending with the year 1903, was. . . 56 The minimum year, I 898, being . 1 The maximum year, 1901, being. 85 The Spring Valley Water Company began to divert water from Alameda Creek in 1 888 and has sent to San Francisco quantities of water which have gradually increased, as follows: Year 1 888, annual average . Year 1911, annual average . The average annual replenishment of the Niles Cone from Alameda Creek, before diversion to San Francisco took place, as testified to by Messrs. George F. Allardt and Ross E. Brown, Civil Engineers appearing on behalf of the Spring Valley Water Company, in the "Clough vs. Spring Valley Water Com- pany" litigation, is given as 29Y2 mil. gals, daily. Projects of the Spring Valley Water Company embrace the construction of three large storage reservoirs in the Ala- meda Creek watershed, with drafts upon Pleasanton wells storage. If these pro- jects had been completed at the begin- ning of the eight critical seasons, 1897- 98 to 1904-05, inclusive, with all res- ervoirs full, and 29J/2 million gallons 1 .25 mil. gals, daily. I 5.59 mil. gals, daily. allowed to flow upon the Niles Cone every day, there would have been avail- able for diversion to San Francisco dur- ing the eight seasons, an average of . . . 36.3 mil. gals, daily. Varying from a minimum in 1897- 98 of 23. 1 mil. gals, daily. To a maximum in 1903-4 of 47.2 mil. gals, daily. The low water flow of Alameda Creek during each sum- mer has been practically all diverted to San Francisco. The estimated storage capacity of the Niles Cone, above mean sea level, available for water that can be drawn therefrom by pumping, is as follows : To present water table, June, 1912.... 6, 1 30 mil. gals. With present water table 20 feet higher. . 9,040 mil. gals. With present water table rising to sur- face 11 ,400 mil. gals. For Comparison. The Crystal Springs reservoir of the Spring Valley Water Company has a storage capacity three and one-half times as great as that of the Niles Cone water table of June, 1912, and the proposed Calaveras reservoir of the Spring Valley Water Company will be about five times as great. The ground water or water table has lowered over the cone since the Spring Valley Water Company began divert- ing water to San Francisco — evidenced by wells in the marsh or lower area. These wells were formerly artesian ; they have now ceased to flow. The drying up of springs is fur- ther evidence, likewise the greater depth to water in wells. The communities of the Niles Cone region and those within the Alameda Creek watershed will ultimately require all of the water of Alameda Creek. The diversion of any additional water to San Francisco from Alameda Creek must be temporary only. A Sierra water supply is required for the San Francisco Bay region, so as to compensate the communities dependent upon the waters of Alameda Creek for the water the Spring Valley Water Company proposes to divert to the City of San Francisco and other communities. H. A. Noble, C. E., has had charge of this work. I wish to express my appreciation of his able services, which have enabled the presentation of this report within the time allotted. Respectfully submitted, (S) J. H. DOCKWEILER, Consulting Engineer. 204 Appendix No. 6 THE DOCTRINE OF PERCOLATING WATERS By Percy V. Long, City Attorney. July 31, 1912. The following digest of and quotations from recent opinions that have a special bearing in the matter of the further or unlim- ited diversion of water from the Niles Cone, San Leandro, etc., has been prepared in the office of the City Attorney of San Francisco, in order to answer certain questions with reference to larger future diversion of water from near-by sources. These declarations of principles of law regarding the use of percolating waters by the Supreme Court of the State of California remain the law of this State supported by an unbroken line of authorities to such an extent that the rule of law is fixed by these decisions in controversies between users and those who attempt diversion of percolating waters. The Supreme Court of the State of California, in the case of Katz vs. Walkinshaw, reported in Vol. 141 of the Cali- fornia Reports, at pages 1 1 6 to 1 50, lays down the following rule, of date November 28, 1903: An underground hod}} of ivater lying in an artesian belt, which does not flow in any defined stream, but is produced by percolation through saturated soil, and is pressed forward by water accumulating from ravines, canyons, and streams above, pressing down into the soil by percolation, is not a Tvalercourse, and is not governed b^ the larv oj" riparian rights. Each oTvner of soil lying in a belt which becomes saturated with perco- lating water is entitled to a reasonable use thereof on his own land, notwithstanding such reasonable use may interfere with water percolation in his neighbors' soil; but he has no right to injure his neighbors by an unreasonable diversion of the water percolating m the belt for the purpose of sale or carriage to distant lands. The owners of artesian wells sunk in an artesian belt of perco- lating water, the waters from which are necessary for domestic use and irrigation of their lands, on which are growing trees, vines, shrubbery and other plants of great value, are eiititled to an injunction to restrain the diversion of the water percolating in the artesian belt, by an owner of land situated in the belt, for the purpose of conveying the same to distant lands for sale, to the irreparable injury of the plaintiffs. Where the complaint for the injunction stated in substance that plain- tiffs had wells in their respective tracts, from which water flowed to the surface of the ground, which was necessary for domestic use and irrigation of their lands, and that the defendant by means of wells and excavations on her own lands drew the waters from plaintiffs' lands and conveyed them to distant lands, it states a cause of action for an injunction to restrain the diversion of percolating water; and an averment that the diversion was from an underground stream may be regarded as surplusage. The common laiv rule that percolating water, belongs unqualified to the owner of the soil, and that he has the absolute right to extract and sell it, IS not applicable to the conditions existing in a large part of this Slate, where artificial irrigation is essential to agriculture, and artesian wells in percolating belts are necessarily used for that purpose. The difficulties that the courts will meet in securing persons necessarily using percolating water for irrigation by means of artesian wells from the infliction of great wrong and injustice by its diversion, if property right therein is recognized, cannot justify the court in abandoning the task as impossible. The courts can protect this particular species of property in water as effectually as water-rights of any other description. The rules respecting priority of appropriation and correlative rights in regard to the appropriation and use of percolating water include the right to appropriate any surplus not needed for use by well owners on their lands, and an equitable adjustment of disputes between overlying landowners, where the supply is insufficient for all, and proper rules relative to injunctions and the remedy at law should be applied to the solution of questions arising in the courts as to such waters. The rule laid down in Katz vs. Walkinshaw was followed in the case of McChntock vs. Hudson, reported in Vol. 141 of the California Reports, at page 276, where the Supreme Court laid down the following rules, of date December 9, 1903: Under the rule established in Katz vs. Walkinshaw, ante, page 116, with respect to percolating water, it is not lawful tor one owning land bordering on a stream to excavate in his land, to intercept percolating rtjater therein, and apply it lo any use other than its reasonable use upon the land from which it is taken, if he thereby diminishes the stream to the damage of others having rights therein. An owner of land adjoining a stream, who, by excavations in his land, takes percolating water therefrom, and to that extent diminishes the stream, has no greater rights lo the water thus taken from the stream than he would have if the water were taken directly from the stream. It was the duty of the court to have found from the evidence that the taking out of the water through plaintiff's excavation and tunnel caused a diminution of the stream, and then to ascertain and state the amount of diminution. In Cohen vs. La Canada Land, etc., Co., reported in Vol. 142 of the Cahfornia Reports, at pages 439-40, the Supreme Court, in discussing this doctrine, used the following language, of date March 9, 1904: But since the trial of the cause in the court below, it has been defi- nitely settled by this court in Katz vs. Walkinshaw, 141 Cal. 116, and subsequent cases, that the question whether one can maintain an action for deprivation of the use of the water by the act of another does not depend upon the fact that the deprivation was caused by the tapping or intercepting of a known stream running in a defined channel, either on the surface or underground. In such an action it is sufficient for the plaintiff lo show that wrongful acts of the defendant complained of did actually deprive plaintiff of water to the use of which he was legally entitled; and if these acts consisted of sub-surface excavations it is not necessary for the plaintiff to show that a well-defined subterranean stream had been intercepted, or to show the particular subterranean conditions which were disturbed, provided it clearly appears that the acts of the defendant caused the destruction or diminution. And it has been established by these cases that the right of an owner of land to use water percolating therein is a right only to a reasonable use thereof for the benefit and enjoyment of his land, and subject to the maxim Sic utere, etc., and does not include the right, by excavations, to diminish the floTu of luater to others where the 205 APPENDIX 6— THE DOCTRINE OF PERCOLATING WATERS diversion is nol for a reasonuhte use on his oivn land. It would be useless to restate the principles and reasoning by which these conclusions are established; they are fully stated in both the opinions in Katz vs. Walk- inshaw — the one by Temple, J. (141 Cal. 138), and the other by Shaw, J. (141 Cal. 120). The most important case enunciating the doctrine above mentioned is the case of Miller vs. Bay Cities Water Company, reported in Vol. 157 of the California Reports, at pages 256 to 288, of date February 4, 1910. The facts involved in that case and the principles of law applied thereto are so perti- nent to the present inquiry that extended extracts from the opinion of the court are copied herein. The paragraph head- ings and italics are added by the writer hereof, and are not found in the original opinion. STATEMENT OF CASE. Lorigan, J. — Plaintiff, the owner of a tract of land in Santa Clara County upon which was planted an orchard of twenty-one acres of decidu- ous trees, brought this action against the defendant, a California corpora- tion, organized for the purpose of furnishing water to cities and their inhabitants, and agamst certain of its officers, to en]oin the diversion by ihem of any waters of the Coyote River in said county; either those waters flowing on the surface of the bed of said river or flowing or percolating underneath it, or from diverting any of said waters to any extent. As the basis of his right to an injunction it was alleged in the complaint, among other things, that beneath the land of plaintiff and under a stratum of impervious clay there is a. stratum of gravel always full of water under pressure, which water was constantly supplied to said stratum from the sinking and sub-surface flow of the Coyote River: that from a well sunk in the said waler-bearin^ stratum plaintiff had for years annually irrigated his orchard which was of great value; that if defendants were permittee to divert the waters of the Coyote River, as they threatened to do, above or at a certain gorge known as the "lower gorge" of the river, the gravel stratum of plaintiff and his well would be deprived of water from which to irrigate his orchard and the orchard would be irreparably damaged and soon become of little or no value. The answer denied all the material allegations of the complaint, and particularly denied the existence of any gravel stratum under the land of plaintiff, connected with or supplied from the waters of the Coyote River, and further denied that defendants intended to divert any surface or sub-surface waters of the river or any waters at or above said lower gorge except a large portion of the waters of the river which sunk at that poinl and became impounded and stored in the gravels deposited therein and did not flow at all, and except, further, that they intended lo divert "a portion of the storm or flood waters which for a short period in every year rush in great volume and with great velocity down the channel of said rner to the bay of San Francisco and are wasted and lost therein." Plaintiff had a decree as prayed for and defendants appeal there- from and also from an order denying their motion for ^ new trial. FINDINGS OF FACT BY THE TRIAL COURT—STRATUM OF GRAVEL UNDERLYING SANTA CLARA VALLEY. Upon the issues presented under the pleadings the trial court found the following facts: That underneath the surface of the land of plaintiff known as the "Miller Ranch," which is about four miles northerly from what is known as the lower gorge of the Coyote River, and underneath a stratum of impervious clay there is a stratum of coarse, loose gravel seven feet thick, being from eighty-three feet to ninety feet below such surface, which is always full of water, under pressure, the same being constantly supplied to said stratum of gravel from the sinking and sub-surface flow of the waters of the Coyote River, as hereinafter stated. Said stratum of gravel extends from plaintiff's land southerly and approaches the surface of the ground and connects with, and is a part of, the gravel bed of the Coyote River, just below and in said lower gorge of said river. The plaintiff for l;ears past has had a rvell on said land extendng doivn into soid stratum of gravel, through ivhich he has pumped the water therefrom upon his land, and irrigated his orchard, and, if unable to do so, his orchard and land will be irreparably injured. DESCRIPTION OF COYOTE RIVER AND WATER SUP- PLY THEREFROM TO GRAVEL STRATA AND ARTE- SIAN WELLS. The Coyote River rises to the eastward of the Sanla Clara Valley, in that portion of the Coast Range Mountains known as the Mount Hamilton Range. It is formed by the union of a number of smaller streams which rise and have their confluence south of Mt. Hamilton, and thence issues in the single stream of the Coyote River into the Santa Clara Valley, through a narrow gorge, known as the "upper gorge," about twenty miles south of the city of San Jose, and thence flows northerly along the eastern edge of the Santa Clara Valley about eight miles to the point where the valley narrows to what is known as the "lower gorge," which lies about twelve miles south of the city of San Jose. The channel of the river passes through this lower gorge and extends thence northward about twenty miles to the San Francisco Bay. The Coyote River has a watershed in that portion of the Mount Hamilton Range wherein it rises over two hundred square miles, and supplies by far the greater portion of the underground or artesian waters of all thai part of the Santa Clara Valley which lies northerly of the lower gorge, and all the rain falling upon the watershed drains into the Coyote River before it enters the Sanla Clara Valley at the upper gorge. During a few days in times of freshets or high waters, much of the waters of said river run in its bed from the upper gorge to the bay of San Francisco; but during some seasons freshets or high waters occur only to a limited extent, and in other seasons they do not occur at all; and at all times, whether they do or do not occur, a large portion of the waters of the river and, during the rainless months, substantially all thereof, sinks into said gravel stratum during its course to at least as far northerly as the city of San Jose, and flows or percolates through the said gravel stratum and other gravel strata connected therewith, from and just below said lower gorge, to at least as far northerly as the bay of San Francisco. Said waters keep said gravel stratum, and said other gravel strata connected therewith, full of water and under pressure, and the same rise up in plaintiff's said well from fifty-five to sixty-three feet above said stratum, the variation depending mainly upon the time of the year, and also upon the flow of water in the river; and said waters rise up in all the other wells which have been bored down to the said gravel strata connecting therewith. Between San Jose and the bay of San Francisco, such pressure causes the water in said gravel stratum and the gravel strata connecting therewith to actually overflow from the wells connected therewith in large quantities, making what is usually desig- nated "floiving artesian ipells" The largest of said flowing artesian wells are those nearest the bay of San Francisco, the waters in said gravel stratum and gravel strata connecting therewith, which furnish water for said last- named wells, being at a lower level below the level of said gorge and under greater pressure from said waters so sinking in said stratum at said gorge than are the waters in said gravel stratum and strata at points further south from said bay of San Francisco. At the lower gorge, Santa Clara Valley is only about four hundred yards wide, and consists almost entirely of the gravel bed of the Coyote River; and said gravel bed of said river there extends through the lower gorge between the hills at that point, and extends down to the bedrock, lying from thirty- five lo one hundred and sixty-five feet below the surface of the gravel through such gorge; and on the surface of the gravel bed of said river, or underneath through the gravel bed thereof, all the waters of said river and of said watershed flow and percolate in a northerly direction; and all of said waters flowed or perco- lated through said gravel bed, underneath the surface thereof, at the date cf commencing this action. ATTEMPT OF DEFENDANT TO DIVERT WATER OF COYOTE RIVER FOR COMMERCIAL SALE. THEREBY DEPRIVING PLAINTIFF'S WELL OF SUB-SURFACE PERCOLATING WATER. It is further found that at the time this action was commenced — January 9, 1904 — defendant had sunk a shaft in the gravel bed of the Coyote River at the lower gorge and was then installing powerful machin- ery and pumps and intended therewith and by other means to divert sub- stantially all of the surface and sub-surface water of the river amounting to some twenty million gallons per day or more, prevent these waters from passing over said lower gorge northward, and carry them by pipes and other means from said point of diversion to other points and sell the same as an article of merchandise, thus preventing them from returning to the river and supplying water to the gravel stratum in the land of plaintiff, which stratum, if they were so diverted by defendants, would be without 206 AN INJUNCTION AGAINST DIVERSION OF PERCOLATING WATERS sufficient water to enable plaintiff to irrigate his orchard or land; that defendant corporation also intended to divert during a portion of each year d large portion of the surface waters of the Coyote River at points on the river before and after it emerged from the Mount Hamilton Range at the upper gorge and above said lower gorge and divert the same to other points for sale and prevent any portion of the water from returning to the river or gravel bed thereof, and. generally, that the defendant corporation unless restrained threatened to divert and carry the waters of the river beyond their own lands for sale as merchandise, prevent them from returning to the river or gravel bed, with the result that any oi all of these threatened and intended diversions would prevent these waters from flowing or perco- lating into the gravel stratum northerly of the lower gorge, and prevent plaintiff from having any water in his well with which to irrigate his orchard, and so cause irreparable damage to the same. Continuing, it is found that no material part of the waters underneath the land of plaintiff are supplied from any source other than the waters which fall upon the watershed of the Coyote River. The pjoinl where said river emerges at the upper gorge from said range of mountains into the side of the Santa Clara Valley is about eight miles southeast from said lower gorge, and is over one hundred feet higher than the lower gorge. Between these two points is that portion of said valley which is designated by the defendants in their answer as being known as the "Coyote Valley." This Coyote Valley has therein very large strata of gravel, extending and descending continuously from the bed of the river at the upper gorge to the gravel in the river at the lower gorge. At the lower gorge the gravel extends from surface to bedrock, which, at its deepest point, is one hundred and sixty-five feel deep. Through these gravels at the lower gorge flow about twenty million gallons per day, a little more in the wet part of the year and a little less in the dry part of the year. The flow is supplied mainly from the said gravels of said "Coyote Valley;" and those gravels are in turn constantly, but chiefly in the wet part of the year, supplied by the waters of said river after it emerges into said valley at the upper gorge. The waters of these very large strata of gravel in said "Coyote Valley" slowly flow northward to said lower gorge, and through the same, and on down toward the bay, through said underground gravel strata, north of said lower gorge; and would soon, within two years at most, all flow through said gravels in said lower gorge, if they should receive no further supply from said river. No water is stored or impounded in the said gravels in said "Coyote Valley;" but though said gra\els impede the flow of the water therein, it flows constantly and continuously through them and through the gravels in said lower gorge and thence through said gravel strata north of said gorge. The defendants threatened and intended to huild a dam across said lorver gorge, with the bottom resting on bedrocl^, and extending to the surface of the gravel. This dam, if built, Tvould effectually) prevent an}) of the li^aters heretofore flowing through said gravels of said gorge from thereafter flowing or passing through the same. If defendants pump and extract no more water out of the gravels of said gorge than their present shafts, tunnels, pumps, and appliances now permit, still, if such amount of water as could now thereby be pumped were pumped, the plane of the waters in the gravels below said gorge would be thereb]) lowered w such an extent that the same would be entirely below the bottom of said gravel stratum in plaintiff's lands, and plaintiff's said well would be ihereb]) deprived of water. Soon after heavy rains upon the watershed of the river, portions of the storm or flood waters of the river flow in its channel to the bay, for short periods of a few hours to a. few days — the lengths of the periods being dependent upon the heaviness of the rainfall. Large portions of the storm waters flowing in the channel of the river sink into the gravel strata in and along the bed and banks of the channel. The volume of the storm waters flowing in the channel decreases, from a point, near the upper gorge, to a point near the northern limits of San Jose; and from the latter point to the bay the volume of the waters increases in case of very heavy rains or of frequent heavy rains during any winter. A larger volume of storm waters sinks in the gravel strata in and along that part of the channel at or near the lower gorge, of the length of about two miles, than in the gravel strata in and along any other part of the channel. The waters, sinking into such gravel strata, flow and percolate into the several gravel strata underlying the surface of the Santa Clara Valley, and among others the stratum penetrated by the plaintiff's well. The storm waters coming from a very heavy rain, or from frequent heavy rains during the winter, largely increase the flow and percolation of water into the gravel strata underlying the valley, and thereby the water in such strata and the pressure of the water therein are increased, and the water in the wells, including the plaintiff's well, rises, and wells are caused to flow, and flowing wells to increase their flow. Such increeise of water, of its pressure, of its rise in and flow from the wells, is proportionate to the volume of storm waters flowing in the channel of the river. DIVERSION OF STORM WATERS WILL DEPRIVE VAL- LEY OF IRRIGATION. In addition the court found that from the evidence presented in the case it could not "determine with certainty what portion of the storm waters issuing from the upper gorge during any rainy season, or during any rain- storm, sinks into the gravel strata underlying the valley; but more than one- third of the storm waters flowing during the last six years did so sink. Should those storm waters be prevented from flowing in the channel of the river below the upper gorge, and be diverted to places not within the valley, the gravel strata underlying the valley would be deprived of their usual supply of water, and within a short time — not more than two years— the wells penetrating those strata would not yield enough water for profitable or successful irrigation, and would not yield more water than the surface wells." DEFENDANT ENJOINED FROM ARRESTING OR OB- STRUG TING FLOW OF RIVER. The decree entered perpetually enjoined the defendant corporation and its officers from arresting or obstructing at or above the lower gorge (except for the reasonable use thereof on the lands of the said corporation in the exercise of its riparian rights) any of the water of the Coyote River which, excepting for said arresting or diverting, would flow on the surface of the bed of said river through said gorge, or would flow or percolate through said gorge underneath the surface thereof. * * * DESCRIPTION OF SUBTERRANEAN CHANNELS UNDER- LYING SANTA CLARA VALLEY, There can be no doubt but that It was as clearly proven under the evidence as such matters can be proven that there are underlying a vast territory in the Santa Clara Valley — some twenty miles square — numerous channels created by the Coyote River through its action in ages past when, in the building up and forming of the valley, its waters rushed m enormous quantities from the mountains, changing from one side of the valley to the other, and constantly varying its course in its flow through the lower gorge northward toward the bay of San Francisco. These old channels now lie beneath the surface of the valley at varying depths; channels beside chan- nels, and channels crossing and interconnecting with each other, through each of which the Coyote River once flowed in its open course, but which are now underground channels filled with loose and coarse gravel, through which waters still flow, supplied to them through percolations from the Coyote River, with which these old gravel channels have always been connected, and that the particular underground channel or gravel stratum from which the well of plaintiff is supplied constitutes one of these old channels, which is likewise connected with and supplied from the waters of Coyote River. The intake of all these old channels, including that from which the plaintiff derives his water, is in the enormous bed of gravel extending several miles northerly below the lower gorge. For at least one mile below the lower gorge this deposit consists of pure gravel from surface to bedrock. CHANNELS FED BY STORM WATERS OF COYOTE RIVER. Into this vast gravel bed during the winter and spring when the storm waters gather between the upper and lower gorge and discharge themselves through the latter, there sink into these gravels immense quantities of water, in amount limited only by the extent of the ramfall, but in any season of flood extending largely into hundreds of millions of gallons per day, the evidence showing when tests were made that these Intakes amounted in some seasons to from three hundred to five hundred million gallons a day during a single storm. It is quite clear that these quantities of waters sink into the gravels and fill up the various branch channels underlying the valley which connect with these gravels by the pressure of the storm waters passing over them, and the supply of these underground channels is obtained In no other way; and it is equally clear that the intake Into these gravel beds and the gravel strata along the flow of the river generally is in proportion to the height and breadth of the storm waters passing over them and the consequent pressure they exert to increase the percolation of the waters in the vast gravel bed and gravel strata. That the waters which he in these old branch channels are supplied by ihe percolation of "Waters into the gravel beds and strata from the storm waters of the Coyote River is beyond question from the evidence, as it equall]} appears that the flow of these storm waters during the recurring heavy rains is absolutely necessary 207 APPENDIX 6— THE DOCTRINE OF PERCOLATING WATERS to sustain the supply of rDaier thereto ivhich ivould oihenvise and in a fcU' }]ears be exhausted. That these underground strata are connected with the river in these gravel beds at the iowei" gorge and that their waters are thus supphed to these branch underground channels therefrom and that the findings of the court to that effect are true appears not only from the evidence of the geological expert — Dr. Branner, whose qualification to testify on the subject was conceded, and who testified to the effect — but also from tests made m wells and the testimony of well-borers and well- owners owning lands over these gravel strata, and others speaking on the subject. Of course this supply from the rainfall and storm waters is augmented by the twenty million gallons which year in and year out daily percolate over the gorge and which is designated as the norma! flow ')f the river, but it is quite evident that this quantity of itself, and save for the immense quantities which are supplied by the annual storm waters, would not sufficiently meet the needs of those hundreds of property owners whose lands are situated above the various old branch channels, all having their intake into the gravel beds at the lower gorge, and who draw water for their irrigation from wells sunk in these various water-bearing gravel strata. While it is true that this controversy concerns only the plaintiff and defendants and must be disposed of by a consideration of their respective rights, yet, as bearing upon the correctness of the findings of the court as to the source of supply of these waters of plaintiff we have a right to take into consideration the evidence which shows that these various water channels underlying square miles of territory in the Santa Clara Valley all have their intake and ramify from the vast gravel beds extending for miles northerly from the lower gorge; that in instances they connect with each other and that all are affected by the flow of the flood waters in proportion to their volume over the vast gravel beds which serve as an intake for them and supply the various underground branch streams over which these lands are situated. The tests which were made, as well as the evidence of these various well-owners showing that the water in the hun- dreds of wells in the district in which lands overlie these various channels decreases in depth in the summer time while the irrigation season is active and increases in volume in the winter rains and flood waters and increases in proportion as these floods are frequent and heavy or less frequent or light, and that this was the effect in all wells, including those situated on the channel in which Miller's welt was situated, was sufficient of itself to warrant the finding of the court as to the sources from which the waters in the strata underneath Miller's land were supplied. ^ * * RIGHT OF OWNER OF LAND HAVING AN UNDER- GROUND WATER SUPPLY TO THE ACCUSTOMED FLOW IS PARAMOUNT TO THAT OF AN APPRO - PRIATOR, TO THE EXTENT NECESSARY TO BRING THE WATERBEARING STRATUM UP TO ITS FULL CAPACITY. Now, as to the claim that the court failed to find upon material issues raised by the answer of defendants, namely, that they did not intend to divert any portion of the surface waters of the Coyote River "except or other than a portion of the storm or flood waters which, for a very short period in every year, rushed in great volumes and with great velocity down the channel of said river to the bay of San Francisco and are wasted and lost therein." It is not clear from this averment what is meant by "storm " or "flood waters wasted and lest in the bay. " It is not a clear allegation that they were anywhere lost and wasted in the river, which of course is where the appellants intended to divert them. But assuming that it was ; that, in effect, it amounted to an averment that the waters which appellants intended, and which they claimed a right to divert, were the storm waters which were lost and wasted at the point of diversion because they could serve no useful purpose in their flow through the lower gorge to the bay of San Francisco, still there was no evidence introduced by the appellants to support this allegation. The OAvner of land lia^-iii^ an nnder- ^I'ound water bearino' stratnni supplied by the tlood waters of a stream has a primary i-i«ht to the full flow of such waters, in order to bring his stratum up to its Avater-bearino capacity. In torrential streams, such as the Coyote River, floods vary in extent with different seasons and in difl^erent years, and those of one season or one year may be insufficient to supply the underground stratum connected with the stream, while those of another season or year may be more than sufficient. While the owner of the underground stratum is only entitled to the flow of the flood waters to the extent that they may replenish his water-bearing stratum, Still his !-io;ht to the accustomed flood tlow of the stream for that pur[)Ose is paramount to that of the right of an appropriator to divert any of the waters for use beyond the Avatershed. If the accustomed tloAv is more than necessary to supply the underground sti'atum, tJie burden of proof is upon the appropriator seeking to appropriate the surplus to show that there is a surplus. In the case at bar the burden of proof was upon the defendants setting up a claim to an alleged portion dr surplus of flood waters upon the ground that such waters were wasted or lost waters to prove that fact. In the absence of such proof, a finding on the averment was not necessary. Senter vs. Senter, 70 Cal. 619, II Pac. 782; Murphy vs. Bennett, 68 Cal. 528, 9 Pac. 738; Gregory vs. Gregory, 102 Cal. 52, 36 Pac. 364.) Aside from this, however, if it was intended to allege that a portion of these storm waters were wasted and lost waters at the point of intended diversion, the court found that they were not in those findings which we ha e recited, to the effect that the storm waters after passmg the lower gorge sunk into the vast gravel beds below it and flowed into the several >:lrata underlying the surface of the Santa Clara Valley and among others the stratum penetrated by the well of plaintiff; that the pressure of these storm waters largely increased the flow and percolation of water into the said underlying strata and that "such increase of water, of its pressure, of its rise into and flow from the wells, is proportionate to the volume of the stcrm waters flowing in the channel of the river," and that if defendants :hould divert a portion of said waters at the gorge, or at other places above the gorge, plair^tiff would be prevented from having enough water m said gravel stratum underneath his land to irrigate his orchard or any considera- ble part thereof. These are clear findings that there was no "waste or loss' of the storm waters until, at least, they had served the essential and necessary purpose of supplying to plaintiff their force and volume in forcing such supply into the vast gravel beds in which the various underlying strata referred to had their intakes and had flowed over these gravels on their way to the bay. Nor can there be any ground of complaint that the court did not make any finding as to the exact amount of flood waters of the Coyote River which sunk and became part of the waters underlying the lands of plaintiff, or as to the exact amount of flood waters which did not sink but passed over the gravel beds in which these underlying strata had their intakes and were wasted and lost in the bay of San Francisco. There was no issue a5 to any amount or exact proportion of these waters which sunk or did not sink, the defendants asserting simply a right to divert at or near the lower gorge a portion of the storm waters which rushed down the channel of the river to the bay, and. as they alleged, became lost and wasted therein. The complaint alleged that defendants were threatening and intending to divert and carry away "the waters of said Coyote River" beyond their own lands and prevent the same from ever returning to the river or flowing through the gravel within the gorge and supplying the gravel stratum m which the plaintiff's well was sunk, thereby depriving him of waters to irrigate his land and so irreparably damaging his land and orchard. This allegation that they were threatening and intending to take "the waters" of the river was, in efl^ect, an allegation that they intended to divert all the waters thereof. The court on sufficient evidence, as we have already shown, found all these particular allegations of the complaint to be true and was a full finding of the quantity of storm waters which the defendant intended to take — -namely, all of them, e^en if it be assumed that an issue were made on the matter of quantity. * * * Having disposed of (as far as we deem consideration necessary) the attack on the findmgs and the claim of alleged want of findings, and being satisfied that there is no merit in the points made relative thereto, we come now to a consideration of the legal principles involved on the appeal. APPELLANTS' CONTENTIONS. It is insisted by the appellants: (1) That as the plaintiff is a non- riparian owner he has no right to enioin to any extent the diversion of the waters of the stream by an appropriator, on the ground that the stream contributes percolating waters to his non-riparian lands; and (2) even if he has, the court was not warranted in enjoining the defendants, as appro- Driators, from appropriating the flood waters of the Coyote River which fhey claim waste themselves in the bay, in order that another portion of :he flood waters may continue to sink into the sub-surface gravels and ■ upply percolating waters to his non-riparian lands. CLAIM THAT RIGHTS OF APPROPRIATOR ARE SUPE- RIOR TO THOSE OF OWNERS OF SUPERIMPOSED LANDS DISALLOWED. As an abstract proposition of law, applied to the concrete facts in this appellants is that, notwithstanding it is clearly case, the contention of 208 CONCLUSIONS OF THE SUPREME COURT OF CALIFORNIA established that the waters, surface and sub-surface, which either flow or percolate through the channel of the Coyote River, at or above the lower gorge, pass through well defined artesian gravel strata in the Santa Clara Valley connected with the stream itself, and furnish a supply of water for irrigation to a territory to which its use is essential, still that territory can be deprived of this inestimable benefit by an appropriator seeking to divert all the waters of the river away from the stream as a commercial proposi- tion, thus rendering the lands overlying the various artesian strata valueless, and that owners of these superimposed lands have no rights which are invaded, and hence, no right to apply for an injunction to restrain such a diversion. RULE OF COMMON LAW DOES NOT PREVAIL IN CALIFORNIA. The principal stress of the argument of appellants against the right of plaintiff to restrain their diversion of the waters flowing through the lower gorge and percolating into the subterranean stratum under the land of plaintiff, is based on the claim that plaintiff is not an owner of land riparian to the stream, who would be entitled to a flow of its waters, but is simply an owner of land situated above percolating waters supplied in part by percolation from the stream, who has no rights against an appropriator. This is, in effect, a contention that the rule at common law applicable to percolating waters, which ga^ e an owner of land all that lay beneath it with a right to interrupt and take away waters passing to his neighbors' wells — the doctrine of cujus est solum — governs the respective rights of plaintiff and defendants. But whatever the extent to which that doctrine may have heretofore obtained in this State, at least ever since the decision in Kalz vs. Walkinshaw, 141 Cal. 116 (99 Am. St. Rep. 35, 70 Pac. 663, 74 Pac. 766), it has been modified by the application of the more reason- able doctrine of sic ulere luo as to percolating waters. CONDITIONS IN CALIFORNIA WHICH COMPEL A CON- TRARY RULE. It would be a waste of time to particularly discuss the reasons which impelled the modification of the common-law doctrine of an absolute right in each landholder (and as an appropriator the appellants insist upon this right) to abstract all percolating waters under his land and dispose of them as he saw fit, without regard to what extent he might deplete these waters under the land of his neighbors. The climatic conditions of this State, the great stretches of and and semi-arid lands, the uncertainty of the seasons and varying rainfall, the necessity of irrigation and the vast superiority of underground waters as a steady and ready means of irrigation over the uncertainty of a similar supply from a surface stream which, in many instances, becomes dry at the very time when irrigation is necessary ; the vast areas of land brought under culti\'ation and production by irrigation and additional areas still to be improved by it; the enormous draft which this constant improvement and cultivation makes on a supply which is limited and which will become inadequate for all as population increases and additional lands are to be brought under cultivation and improved by irrigation; these, and many other causes, impelled a departure from the old doctrine and a limitation of it and the adoption of the just principle inat a common and essential necessity — water — when supplied to well- defined strata from whatever source should be preserved to lands overlying them for reasonable use upon them. CALIFORNIA RULE AND AUTHORITIES RESTATED. In Katz vs. Walkinshaw, 141 Cal. 116 (99 Am. St. Rep. 35, 70 Pac. 663, 74 Pac. 766), in the opinion written by the late Justice Temple and in that written by Justice Shaw upon a rehearing (granted for further argument) the necessity for modification of the cujus est solum doctrine as inapplicable to the conditions in this State was fully discussed, announced and applied. In that case the defendant had sunk wells in the same artesian belt underlying the lands of plaintiff and in which his irrigation wells were sunk and was diverting the water for sale to lands distant from the saturated belt from which the artesian waters were derived. Defendant asserted there, like appellants as appropriators do now, that as these were percolating waters he had under the common-law rule to which we have just adverted, an absolute right to abstract them to any extent he saw fit and to use them anywhere he pleased, notwithstanding it would result in depriving the well of plaintiff of any supply for irrigation. The common- law rule was rejected as inapplicable to the conditions in this State and the rule of sic ulere luo announced, and applying it, it was held that the rights of the parties in the suit to take these particular waters were correla- tive and that the defendant could not divert them for sale elsewhere so as to prevent plaintiff from obtaining a reasonable supply for irrigation and other ordinary uses upon his land. The doctrine thus announced in this pioneer case has been subsequently followed so that the rule is now settled beyond further question. (See McClintock vs. Hudson, 141 Cal. 281, 74 Pac. 849; Cohen vs. La Canada, etc., Co., 142 Cal. 437, 76 Pac. 47; Montecito, etc., Co. vs. Santa Barbara, 144 Cal. 584, 77 Pac. 1113; Verdugo Canon Water Co. vs. Verdugo, 152 Cal. 655, 93 Pac. 1021; Burr vs. Maclay, 154 Cal. 439, 98 Pac. 260; Hudson vs. Dailey, 156 Cal. 617, 105 Pac. 748.) * * * STORM WATERS ARE NOT WASTE WATERS SUBIECT TO APPROPRIATION, AS LONG AS THEY CAN PER- FORM A USEFUL SERVICE. But it IS quite obvious that merely because waters are flood or storm waters of a stream — that is, on account of unusual rains the waters of a stream are increased beyond the normal flow— that these flood or storm waters are not, therefore, surplus waters of the stream which serve no useful purpose and are subject to appropriation. What are called the storm waters of the Coyote River are not waters which are precipitated over the lower gorge only in occasional seasons. They are generally of annual occurrence and flow at great height and breadth over the deep porous gravel beds below the lower gorge, although they last but a short time. They are confined to the general channel of the stream as the banks of the Coyote River are of great height, in some places as high as thirty- eight feet, and within the memory of man, no overflow of the river until it gets to the low land near the bay, has ever been known. But even if these storms are of short duration and the waters are precipitated with great rapidity into the bay, they cannot be said for thai reason alone to be waste waters or subject to appropriation. The^ are Dnl^ wasie rvaiers and capable of appropriaiion as such if the}) serve no useful purpose as storm hjaiers. But in the case at bar there can be no question but that the flood waters perform not only a useful but an indispensable service in pressing into the gravel beds or trough at the lower gorge by their great breadth and enormous weight a large portion of the waters which go to supply the various artesian strata, including that of plaintiff which have their intake therein. The extent to which these waters sink into these gravels below that gorge depends upon and is proportioned lo the pressure exerted by the breadth and volume of the storm waters. The sub-surface flow of twenty million gallons per day does not keep up the supply, and that supply is augmented and is only partially kept up by the waters which are forced into the gravels at the lower gorge by the pressure of the flood waters. There are some years when there are no flood waters at all and years when such floods as come are comparatively small, and there are also dry years occasioned through less than the ordinary rainfall. In every year when there are no floods and in every dry year the waters in these gravels suffer additional depletion on account of the extent of the drafts for irrigation which are necessarily made upon them to meet the deficiency in the rainfall, and this depletion is only partly restored by the flood waters of subsequent years. LOWERING OF WATER PLANE. The tvaier plane in these gravels, and consequently in the various strata to "which it is supplied is, as the evidence shoivs, gradually lofvering. Neither the gravels nor these underground strata have been completely filled since a season of unusual rains in the years 1861-62, n>hen the flood waters brought them up to their full waier-hearing capacity, and, hence, there ivas a surplus of flood waters ivhich may he said to have served no useful purpose and were wasted in the hay. Since then on account of the increase of population and the improvement of the valley, the high state of cultivation to which lands have been and are bemg brought on account of their susceptibility to irrigation from these underground artesian strata and the consequent vast drafts made by the increasing number of wells sunk therein, the water plane by continuous and extensive irrigation during the summer seasons has been and is yearly gradually being lowered so that the flood waters, even to the extent to which they contribute of themselves to replenish the supply and under the pressure of their breadth and volume effect it. still do not bring these artesian strata up to near their full capacity. And the extent to which these artesian strata are now supolied. which is less than their full capacity, and which must be still further depleted as additional lands are brought into cultivation and irriga- tion from wells sunk into them is, in addition to this daily supply of twenty million gallons always flowing through the lower gorge, derived solely from the storm waters and is supplied in proportion to their breadth 209 APPENDIX 6— THE DOCTRINE OF PERCOLATING WATERS and volume. It is quite obvious that as the storm waters flowing over the gravels of the lower gorge do not, even under their enormous pressure, now brmg the various artesian strata havmg their intake therein up to their full capacity, and in the nature of things must be further depleted as additional well drafts are made upon it, to permit them to be diverted at or near the lower gorge must inevitably deprive the various gravel strata, including that of plaintiff, of their usual water supply, and as the court found, these strata within a few years would not yield enough water for profitable or successful irrigation, nor yield more water than the surface wells. As i( appears, therefore, ihat all ihese flood iDaiers, either by pari'iall'^ sinJ^iniJ into the gravels, or b^ their breadth and meighi causing an increased surface sinl^ing, are inadequate to fully supply the underground maters in these artesian strata, it is quite clear that it cannot be said that any portion of them are waste or lost waters which the appellants are entitled to divert from the stream above the lower gorge. All these waters are neces- sary of themselves or by their force to supply the underground waters which they, even now, fail to do to the full capacity of the underlying strata, to Tvhich full capacity the plaintiff and others interested in them are entitled. Performing this necessary and Indispensable service which could not be supplied without them, no part of them can be said to be waste waters until they have performed it as far as they are capable of doing so, and have passed over the gravels on their way to the bay. This seems to be so plain as to require no further particular discussion. If at any time these flood waters, or any portion of them, can be characterized as waste waters in their flow from the upper gorge towards the bay, it certainly is not while they are in the river above the lower gorge where appellants desire to divert them. If they become wa=_,te waters it is only after they have passed the gravels at the lower gorge and have performed the necessary and useful purpose of supplying them and the artesian strata connected with them, as far as they are capable of doing so, and from there are rushing toward the bay. We are not prepared to say that, even in their flow after passing the gravels in which the intake to these artesian strata lie, they serve no other useful purpose, but certainly these storm waters do not become waste until they have flowed over these gravel beds and are on their way to the bay. It is only there that it may be said that they can perform no further useful service; the only place where they first become waste waters and where, without apparently invading the rights of anyone, they may be diverted. No reasonable objection could be made to the diversion of the waters by the appellants there because they are then, for all practical purposes, waste waters. But it is quite clear that this is the only point on the stream where it can be said, as far as plaintiff is concerned, ihat they are waste waters. 210 Appendix No. 7 THE INADEQUATE WATER SUPPLY NOW FURNISHED PARTS OF SAN FRANCISCO BY THE SPRING VALLEY WATER COMPANY From Information on File at City Hall, with Illustrative Notes and Photographs by Harry A. NoBLE, C. E. In the preceding report, and in the appeal by the Mayor and others for an immediate offer of sale of the water works to the municipality, it has been stated that parts of the city are suffer- ing from an inadequate water supply. The following examples are offered in proof of this inadequacy, and their number could be increased indefinitely. The preceding map has been prepared to show the present distribution of the water of the Spring Valley Water Com- pany's system. As indicated by the hatching on the map, the system may be divided into four service zones or areas, namely, the Low, Middle, High and Hill Services. The topography of the city requires such a distribution of the water supplied from reservoirs located at different elevations. Those areas having no water service at the present time show on the map without hatching. Regarding Inadequate Water Service In Various Sections of the City A large number of complaints have been filed by various householders and improvement clubs regarding inadequate water mains and want of fire protection in their respective dis- tricts. Abstracts of a few of these complaints are given in the following tabulation, numbered consecutively and segregated into districts for convenience of reference. On the preceding map the complaints are located by their respective numbers. Photographs have been taken to show the residences in the vicinity of some of the complaints. It will be seen that most of these complaints against the Spring Valley Water Company are located in the outlying Richmond, Sunset and Ocean View districts, having no large water mains in their vicinity. These sections are rapidly build- ing up mth small residences, and norv require additional water service. The complaints from the Buena Vista, Bernal Heights and Fairmount districts are from well built-up sections which receive their water from the high service supply. The mains in these sections have become inadequate, and the small tanks which serve as reservoirs are utterly insufficient for a proper reserve for fire or other emergencies. The complaints from the Western Addition are located in the center of the main residence section of the city where ade- quate mains should exist to give sufficient water supply and fire protection. Several large manufacturing plants are located in the vicinity of the complaint received from the North Beach District which should have adequate fire protection. The high pressure fire system now being installed by the city in this vicinity will relieve this situation, but in all other cities of the country the water works are expected to give a supply suitable for fire service in all ordinary cases. Investigation in Progress By City Engineer's Office A thorough investigation is being carried on at the present time in order to determine the sections of the city served by inadequate mains, and the best means to remedy the existing conditions. The location and size of the existing mains of the Spring Valley Water Company are also being investigated to see what facilities are at hand to meet the requirements of those districts that are not receiving an adequate water supply. This work is progressing as rapidly as possible, and a report is expected and changes are proposed by which in the near future the various outlying districts, such as the Richmond and Sun- set, will receive sufficient water to meet the present as well as the future requirements. Assistant City Engineer Ransom, as a result of this investi- gation, proposes a main of sufficient size for the Richmond District so that its present lack of supply in certain sections, as well as in those sections which are not now served with water, will be taken care of. Likewise, he proposes that the Sunset District be supplied with a suitable main, and a request is to be made that all other districts requiring additional water supply be taken care of in like manner, but meanwhile the suffering goes on as evidenced by the following. Appended hereto will be found copies of reports of the Chief Engineer of the San Francisco Fire Department relative to the present lack of suitable water mains and inadequate fire protection in different sections of the city; and also a list fur- nished by the City Engineer, giving the streets on which there are no Spring Valley mains for fire protection. 21 00 L DEN O ATE X k Shomnc\ Present Disfribufion of Wafer Spring \/<5.lley Wafer Go's System Low Service /\rea — Uni versify Mound Rescr\^oir Middle Service/Area — College Hill Reserv^oir High Service Area — Ls-ke Honda ,,.,, r A (Clarendon Heiqhts lank Hill Service Area— |p^^^,jj^H^i^f7|.3y3^^1^ S.V.VV.Co!s pips mains supply/n<^ ouflying drstricts Dishributing Reservoirs shoyvn fhus llli^ Public Ranks shown thus "T'^J ///////// ^^\''^v^\\ til ill Ml ""^ '//>'/ LocaVion of Complain\-5 regarding inadequate water service I, 2,3,4.5, e\-c. B\ank Areas are not supplied s Miles TYPICAL COMPLAINTS ABSTRACTS OF A FEW OF THE COMPLAINTS MADE BY VARIOUS HOUSEHOLDERS AND IMPROVEMENT CLUBS REGARDING INADEQUATE WATER SERVICE OF SPRING VALLEY WATER COMPANY FILED WITH THE BOARD OF SUPERVISORS OF SAN FRANCISCO. Richmond District (See map for locality of complaints.) Locality No. 1 . Park-Richmond Improvement Club. — Dated August 7, 1911. Located in vicmity of Eleventh and Twelfth Avenues, Balboa and Anza Streets. Complaint of Mr. Bacheldor, 1111 Balboa Street (B Street). Only a 1 1/2-inch mam m the street; impossible to get water in second story during the time of day when water is used freely. Stated that Spring Valley Water Company flatly refuses to put in larger mains. Complaint of J. B. Glutz, west side of Eleventh Avenue, between Anza and Balboa Streets. New building, and Spring Valley Water Company insisted that Mr. Glutz put in his own service pipe. The people across the street have water from a 2-inch main mstalled by themselves. This entire block, which on one side is built up v,'ith nice homes, is getting its service from a 2-inch pipe. Also, a communication from Board of Fire Commissioners states in regard to installation of (ire hydrant at Twelfth Ave- nue and Balboa Street: "Impossible to install hydrant at this location for reason that there are no water mains of sufficient size." EAST SIDE OF ELEVENTH AVENUE, FROM BALBOA STREET TO ANZA STREET, TAKEN FROM CORNER OF BALBOA STREET. A district with inadequate water pressure. A 2-mch main supplies the residences in this block. Locality No. 2. M. L. Grossman.— Baled May 22, 1912. Located at 525 C Street, between Sixth and Seventh Avenues. Complaint: Regarding lack of water service. Says Spring Valley Water Company refused him water service for his new house at 525 C Street, unless he put in his own main, 1 52 feet in length, and in addition pay them $10.00 for the connection. Mr. Grossman was obliged to do this in order to get water into his house. Locality No. 3. Various Householders. — Dated June 22, 1912. Located in Richmond District, bounded by Fifteenth Avenue on east, Geary Street on north. Nineteenth Avenue on west, and Fulton Street on the south. Complaint: In this district there are no waler mains of suffi- cient size to supply water for fire protection or for domestic use. In some streets there are no mains whatever. For six years past the greater part of this district has been inadequately sup- plied with water. In order to get any water for domestic pur- poses during the day it is necessary for residents to draw water early in the morning before 8 o'clock, as after that time the supply has been shut off almost entirely until 9 o'clock in the evening. This has retarded building up of the district. A large number of property owners have delayed erecting resi- dences until an adequate water service is secured. SEVENTEENTH AVENUE, LOOKING NORTH FROM FULTON STREET. A district rapidly building up, but not having adequate water mains for fire protection or for domestic use. Seventeenth Avenue is now being paved with asphalt. LOOKING NORTHEAST FROM CORNER OF NINETEENTH AVENUE AND FULTON STREET. Nineteenth Avenue, in the foreground, is paved with asphalt. This photograph shows a portion of same district as shown above. 213 APPENDIX 7— INADEQUATE WATER SERVICE IN SAN FRANCISCO Locality No. 4. Sulro Height Improvement Club. — Dated June 11, 1912. Located in west end of Richmond District. Complaint: The water supply is very inadequate in all sec- tions where the service has been installed ; not enough water to successfully fight fires, nor to properly flush the necessary sani- tary utilities. In this district about 1 00 blocks with no service. Street work and sewers have been installed, and development is held back for lack of water supply. Locality No. 5. Wm. A. Butler. — Dated March 27, 1912, and May 20, 1912. Located at 4010 Fulton Street. Complaint: Last summ.er, at least half of the time, no water at all in the pipes between the hours of 6 a. M. and 8 P. M. Has complained in more than one letter to the Sprmg Valley Water Company about lack of water. Has no water m house or in Spring Valley Water Company pipes at time of writing second letter. May 20, 1912. Notes excessive rates, and no water at the time of day when people require it. A 2-inch mam supplies over fifty families and two stables. Locality No. 6. R. C. Hamilton.— Da.ied June 8, 1912. Located at Fortieth Avenue and Geary Street. Complaint: "In my residence, no water whatever from about 9 A. ,M. until 7 or 8 o'clock P. M. Must draw water in buckets early in morning for use during day. ' R. C. Hamilton. — Dated June 16, 1912. Located at Thirty-ninth Avenue and Geary Street. Complamt: Large store, 200 feet distant from his residence, caught fire and was destroyed. No water could be obtained from hydrant, and when fire was discovered it might have been extinguished with a garden hose. SOUTH SIDE OF THIRTY-NINTH LOOKING EAST GEARY STREET, BETWEEN AND FORTIETH STREETS, FROM FORTIETH STREET. Locality No. 7. E. C. E/p.— Dated May 29, 1912. Located at 454 Thirty-sixth Avenue. Complaint: Laid 250 feet of pipe at his own expense in 1904, from Geary Street main. Could not get water (1904 to 1906) from any of his faucets for three hours each day during summer months. From 1906 to 1908 could get no water each day from 7 A. M. until 9 P. M. during the summer months. (Geary Street main too small.) For the past four years has had practically no water service, winter or summer, between the hours of 7 A. M. and 10 P. M. There is no pres- sure in the fire hydrants during the daylight hours, even on Geary Street, between Thirty-fourth and Fortieth Avenues. Four or five years ago the Spring Valley Water Company ran a 2-inch pipe from the Geary Street mam at Thirty-fourth Avenue through Thirty-fourth Avenue to Clement Street, west on Clement Street to Thirty-sixth Avenue, and south on Thirty- sixth Avenue to a point 50 feet south of his residence. Mr. Ely then had to connect with this 2-inch pipe to obtain his water supply. The Chief of the San Francisco Fire Department reported that a fire occurred in this block at 12:01 P.M. on June 16, 1912, and water pressure at hydrants at corner Thirty-ninth and corner of Fortieth Streets was not sufficient, and that fire engines were useless. GEARY STREET, LOOKING EAST FROM THIR- TY-SIXTH AVENUE. The Chief Engineer of San Francisco Fire Department reported on May 28, 1912, the hydrant pressure at corner of Geary Street and Thirty-seventh Avenue 13 pounds, and at corner of Geary Street and Thirty-fifth Avenue 18 pounds pressure. Western Addition Locality No. 8. Various Householders. — Dated October 2, 1911. Located in Scott Street, between Pine and Ellis Streets. Complaint: For the past two years the pressure in above district has not been sufficient. Both upper and lower flats have not enough water for domestic use or sanitary needs. The Spring Valley Water Company advises tanks on top of houses. Their plumber says pressure from street would not be sufficient to fill the tanks. Mr. Murphy, Fire Chief, recently reported the lack of water for fire protection in this neighborhood. 214 TYPICAL COMPLAINTS SCOTT STREET, LOOKING NORTH FROM OTAR- RELL STREET. View showing a district in the heart of the city where there is not sufficient pressure in the mams to supply the upper stories of the residences. The building material in the street High School, now being constructed. for the new Girls' CALIFORNIA FRUIT CANNERS' ASSOCIATION PLANT, LOCATED AT BEACH AND HYDE STREETS. A large factory building without sufficient water available for fire protection. The Chief of the Fire Department reports that water mains in this vicinity are not of sufficient size to supply water for use of the fire engines. SCOTT STREET, LOOKING NORTH FROM SUT- TER STREET. Another view of the same street, shown in preceding view, but taken three blocks further north. Water service is inadequate in these residences. The building material in the street is for a large apartment house under construction. t? ^' U. S. ARMY SUPPLY DEPOT, CORNER VAN NESS AVENUE AND NORTH POINT STREET, SHOW- ING D. GHIRADELLl'S CHOCOLATE FACTORY ON THE EXTREME RIGHT. These buildings are located one block westerly from the California Fruit Canners' Association plant, which is shown in the preceding picture. North Beach District Locality No. 9. California Fruit Canners' Associaiion. — Dated May 31, 1912. Located on blocks bounded by Beach, Leavenworth and Hyde Streets. Complaint: Spring Valley Water Company mains in this vicinity are not of sufficient size to supply water for fire protec- tion purposes. Impracticable to place fire hydrants on same. This is confirmed by the Chief of the Fire Department, who recommended a 1 2-inch and 8-inch main from the corner of North Point and Leavenworth Streets, up Montgomery Avenue to Beach Street, and thence along Beach Street to Hyde Street. This extension the Spring Valley Water Company has refused to make. Buena Vista District Locality No. 1 0. Haigbi and Asbbur'^ Improvement Asso- ciation. — Dated June I, 1912. Located in vicinity of Buena Vista Park. Complaint: Protest against inadequate fire protection of Park Hill Avenue, between Fifteenth Street and Masonic Avenue; Masonic Avenue, from Park Hill Avenue to Congress Street, and on Congress Street south of Buena Vista Avenue. Delmar Street (formerly De Long) is also without adequate fire protection, a distance of 800 feet or more being without a fire hydrant. Same condition on Downey Street. All this district is built up with substantial structures. 215 APPENDIX I^IN ADEQUATE WATER SERVICE IN SAN ERANCISCO DOWNEY STREET, LOOKING NORTH FROM END OF STREET. Showing a thickly buih-up residence street with no fire hydrant for about one-eighth of a mile. Locality No. 1 3. Twin Peaks Association of Improvernenl Clubs. — Dated June 24, 1912. Located in Twin Peaks District. Complaint: Douglas Street, between Nineteenth and Twen- tieth Streets, is graded and contracts signed for paving, which are held up awaiting laying of an adequate water main. There is now a 1 ^-inch pipe running irregularly, which partially supplies the thickly built-up blocks on each side, and a couple of short streets to the west of it. CONGRESS STREET, LOOKING EAST. Masonic Avenue is first street on left. Streets are paved with asphalt, and the district is rapidly building up with a good class of residences. Buena Vista Park shows at end of Con- gress Street. Locality No. 1 1 . The Eureka ValleXi Improvement Asso- ciation. — Dated May 14, 1912. Located at Douglas Street, south of Nineteenth Street; also Fifteenth Street west of Castro Street. Complaint: Protest against inadequate mains to give the service needed in this thickly populated section. Also, request that fire mains be placed in said blocks. In case of lire this section would be almost entirely without water. Wish to be connected with Clarendon Heights Reservoir. Locahty No. 12. Mrs. G. C. Roberts.— Daied June 22, 1912. Located at Market Street Homestead, 32 Mars Street, vicinity of Seventeenth Street and Corbett Avenue. Complaint: Water is filthy, and not fit to drink or use. R. Hampton, Light and Water Inspector Department, Board of Public Works, states in answer to above complaint: "I have had a number of these complaints lately, principally caused by dead ends of mains, low pressure or poor circulation. I have reported them to the company, who send their men out to blow out the mains in the immediate vicinity, which gives temporary relief." DELMAR STREET, LOOKING NORTH FROM PIEDMONT AVENUE. Showing a high-class residence street without adequate fire protection. Mr. McClernon reports like conditions along Twentieth Street, between Church and Noe Streets. Since the failing of the Joost Wells, a private source of supply, the households and gardens along Roraain Street were suffering, and on June 25th some thirty families living below the Corbett Road, and heretofore getting water from the Joost System, purchased the Joost supplymg pipes, turned them over to the Spring Val- ley Water Company, and made agreements to take water from the company and pay its rates. Bernal Heights District Locality No. 14. G. rox^nc— Dated June 17, 1912. Located at Anderson Street, between Eugenia Avenue and Powhattan Street. Complaint: Lack of water. The following in regard to this complaint is extracted from report dated June 26, 1912, by R. Hampton, Light and Water Inspector, Board of PubKc Works: "It is a case of no mains and very little water in a steadily growing neighborhood. This block is built up with about 22 homes which depend on their water supply from a I '/2-inch pipe carried up from Eugenia Avenue about I 50 feet, and the rest of the block is supplied by a |4-'nch pipe run by the prop- erty owners." 216 TYPICAL COMPLAINTS Locality No. i5. Coso Avenue Improvement Club. — Dated June 4, 1912. Located at Prospect and Coso Ave- nues (105-107-11 1 Elsie Street). Complaint: Residents complain that there is no water supply in the neighborhood from early morning until late in the evening. Often have to carry water a distance of a block for domestic uses. Locality No. 1 6. South of Army) Street Improvement Asso- ciation. — Dated June 22, 1912. Located at Anderson Street, between Eugenia and Powhattan Avenues. Complaint: A permit has been granted to do permanent street work on this block. At present time only private water pipes exist, which give an insufficient supply. The whole block IS built upon and occupied, except three lots. They petitioned for larger pipes to give the necessary supply for household use. Locality No. 1 7. Southern Alabama Street and Vicinity Improvement Club. — Dated April 1, 1912. Located in Ber- nal Heights District, bounded by Bradford Street, Carver Street, Esmeralda Street, Rosecrantz Street and Mayflower Street. Complaint: Residents protest against lack of water pressure, and also water not in sanitary condition. A 1 -inch pipe sup- plies these residents. Fairmount District Locality No. 1 8. Diamond and Twenty-eighth Streets Im- provement Club. — Dated April 2, 1912. Located at Twenty- ninth Street, between Diamond and Douglass Streets. Petition: Petition regarding need of a water main in this block. Residents to get water have to tap the main on Dia- LAIDLEY STREET, LOOKING EAST FROM MA- TEO STREET. The smaller pipe on the left is Spring Valley Company's main. District where consumers claim there is practically no water from 8 A. M. to 10 P. M. daily. Pipes are now exposed durmg street work. Consumers want proper main laid before street work is com- pleted. mond Street, and those located on the hill have very little water pressure. Locality No. 19. Various Householders. — Dated May 31, 1912. Located in Fairmont Tract, Block 12, 316 to 396 Laidley Street. Petition: Petition for relief in regard to water supply. Claim they are daily without water from 8 A. M. until 10 P. M., and only 200 feet distant from a 30-inch main of Spring Val- ley Water Company. NORTH SIDE OF MATEO STREET, BETWEEN LAIDLEY AND CHENERY STREETS. Improvements in neighborhood of Laidley Street, showmg character of homes and improvements In district. Ocean View District Locality No. 20. Various Householders. — Dated April 8, 1912. Located on Columbia Heights ; district bounded by Josiah Street, Majestic Avenue, Ridge Lane and Summit Avenue. Petition: That immediate consideration be given to the seri- ous condition of lack of water in this district. May be forced BELL AVENUE, LOOKING EAST FROM COUNTY ROAD. Typical scene of Ocean View District, showing character of homes and improvements where there is insufficient water for domestic use and fire protection. 217 APPENDIX 7— INADEQUATE WATER SERVICE IN SAN FRANCISCO to abandon their homes. Have not sufficient water for ordinary household needs. Locahty No. 2 1 . Various Householders. — Dated May 1 5, 1912. Located in district bounded by County line, Junipero Serra Boulevard, Palmetto Street and Head Street. Pelition: For immediate relief. An madequate water service in this district. Locality No. 22. The West End Improvement Club. — Dated June 12, 1912. Located between Lowell and Guten- berg Streets, and southeast of Hanover Street, including Belle- vue Avenue. Complaint: Residents are hardly able to get enough water for drinking purposes. Have to draw water at night to use for cleansing purposes and domestic use during the next day. LOWELL STREET, LOOKING NORTHWEST FROM CORNER OF LOWELL AND HANOVER STREETS. Districl where water pressure is so low that consumers have to draw water at night for domestic use, and claim they can scarcely get enough for drinking during day. Sunset District Locality No. 23. A. P. Sutkamp. ^Dated June 4, 1912. Located in Parkside, 918 Taraval Street, near Twenty-first Avenue. Complaint: On June 3, 1912, was without water from 9 A. M. to 3:45 P. M. Locality No. 24. B. Armstrong.^Dated April 4, 1912. Located at Ocean Beach, 1 790 Forty-sixth Avenue. Complaint: From May to October, without water from 8 A. M. to 9:30 P. M. every day. Also, absolutely without water for fire protection during these hours. INADEQUATE FIRE PROTECTION IN DIFFERENT SEC- TIONS OF THE CITY. Reports of the Chief Engineer of the Fire Department to the Board of Supervisors San Francisco, July 1, 1912. To the Honorable the Board of Supervisors. Gentlemen — This board respectfully submits herewith the attached reports received from the Chief Engineer of this department relative to the inadequacy of the water pressure and the lack of water supplied by the Spring Valley Water Company at certain fire hydrants in different portions of the city, with a request that your Honorable Board take some steps to compel the Spring Valley Water Company to furnish sufficient water for fire protection purposes in all sections of the city that are at present covered by its water mains. Very respectfully yours, (Signed): BOARD OF FIRE COMMISSIONERS. By Frank T. Kennedy, Secretary. (Copy.) Engine Company No. 36, San Francisco, June 16, 1912. Capt. F. Grote, Acting Battalion Chief, Thirteenth District. Sir — I responded with this Company to box 718, al 12:01 P.M. On arrival at fire found that 8 Chemical was connected to hydrant at Thirty- ninth Avenue and Geary. Took hydrant at Fortieth Avenue. Pressure on this hyurant at start, 19 pounds. When Engine Company 26 relieved 8 Chemical at hydrant at Thirty-ninth Avenue, pressure dropped to zero; pressure on hydrant at Fortieth Avenue at time of leaving, 14 pounds. Respectfully, (Signed): W. F. BOYNTON, Lieutenant; J. H. DEVER, Captain. (Copy.) San Francisco, June 17, 1912. Thomas R. Murphy, Chief of Department. Sir — I respectfully submit the following report: At 12:01 P.M., June 16th, I responded to alarm from box 718. On arriving at the lire I saw that Chemical No. 8 had taken a hydrant at the northeast corner of Geary and Thirty-ninth Avenue, and had led across the street to the southwest corner, where the fire was. The water was just flowing through the hose and falling off the end of the pipe to the ground. Not being able to reach the lire, the line was discarded as useless. Engine No. 36 took a hydrant at Geary and Fortieth Avenue, and with the engine working hard we were able to get one small stream. Engine No. 26 came in and look the hydrant that Chemical No. 8 had given up, and when it was working took the water away from Engine No. 36, leaving Engine No. 36 useless. Respectfully submitted, (Signed): FRED GROTE, Acting Battalion Chief No. 13. PARKSIDE, LOOKING NORTHEAST FROM TWENTY-SECOND AVENUE AND TARAVAL STREET, SHOWING 918 TARAVAL STREET. (Copy.) San Francisco, June 18, 1912. Mr. Thomas R. Murphy, Chief Engineer, S. F. F. D. Dear Sir — I desire to report that the hydrant located at the northeast 218 STREETS AND SUBDIVISIONS WITHOUT WATER MAINS corner of Leavenworth and Francisco Streets has been without water for some lime past. This condition is due to the fad that the reservoir at Francisco and Bay Streets is too low to supply water at this elevation, therefore I would respectfully lecommend that this hydrant be taken out, as it is an unneces- sary expense to the department. Respectfully yours, (Signed): HENRY RICE, Foreman Hydrantman. (Copy.) San Francisco, June 19, 1912. To Thos. R. Murphy, Chief of Department. Sir — 1 respectfully submit to you the following report: Engine Com- pany No. 6 reported to box 521 at 2:40 P. M., this date. The fire was on Rhode Island Street, between Eightheenth and Nineteenth Streets. I took the company to Nmeteenth and Vermont Streets and took the hydrant on the southeast corner, a single ball top. I led into the fire and sent back for water. The engmeer sent back word there was no water in the hydrant. I was ordered to take up and go back to quarters. Respectfully submitted, (Signed) : GEORGE R. LAWSON, Captain. June 14, 1912. To the Honorable Board of Supervisors. Gentlemen: We enclose herewith copy of communication this day sent to the Spring Valley Water Company. We urge upon you the necessity for immediate action on the part of the Spring Valley Water Company. The menace to the city from lack of water mains for fire protection pur- poses is grave enough, without adding to it this additional fear, unpardon- able in view of the actual existence of the mains. The matter cannot be taken up too soon by your honorable body. Yours respectfully, (Signed): BOARD OF FIRE COMMISSIONERS, Frank T. Kennedy, Secretary. June 14, 1912. Spring Valley V/ater Company, Sutter St., City. Gentlemen — At a regular meeting of the Board of Fire Commissioners held on the 1 3th instant, the recommendation of the Chief Engineer was approved, and it was ordered that your attention be called to the fact that a greater part of the time there is no water in the mams in Parkside. All the hydrants on T Street, between Nineteenth and Thirtieth Avenues, were tested on June 8th, at about 3 p. M., and found to be dry. This is a serious matter, and we earnestly request that you have same attended to at once. Yours respectfully, BOARD OF FIRE COMMISSIONERS. Secretary. (Copy.) HYDRANT PRESSURE REPORT. Dale, May 28, 1912. Location. Pressure. Northeast corner Golden Gale Ave. and Hyde St. . 35 pounds Southeast corner Turk and Hyde Sts 33 Southwest corner Turk and Hyde Sts 34 Northeast corner Hyde and Turk Sts 35 Southeast corner Hyde and Eddy Sts 3! Southeast corner Eddy and Hyde Sts 31 Southwest corner Eddy and Hyde Sts 32 Northeast corner Hyde and Eddy Sts 32 Southeast corner Eddy and Larkin Sts 25 Park and Holly 15 Mission and Richland 21 College Ave. and Mission 24 Bennington and Highland Ave 14 Bennington and Elert 17 Bennington and Cortland Corlland and Moultrie South side of Richland, 5 feet west of Murray. . . South side of Richland, 400 feet west of Murray. 21 15 23 South side of Park St., 7 feet east of Leese 1 5 pounds. East side of Bennington, 5 feel north of Highland. . . San Jose Ave. and Geneva 22 Southwest corner Richland and Murray 15 Northwest corner Crescent Ave., opposite Murray. . 28 East side Dolores, opposite Jersey 20 Northwest corner Lombard and Van Ness Ave.... 16 Southwest corner Union and Hyde Sts 19 Northwest corner Union and Hyde Sts Northwest corner Filbert and Hyde Sts 7 Union, between Hyde and Leavenworth Sts 10 Northwest corner Lombard and Van Ness Ave.. . . 16 Southeast corner Pacific Ave. and Lyon St 10 Northeast corner Golden Gate Ave. and Jones St. . 39 Southwest corner Eddy and Jones Sis 42 Southwest corner Geary and Thirty-fifth Ave 18 Southwest corner Geary and Thirty-seventh Ave.. . 13 Northeast corner Geary and Thirty-ninth Ave 15 Southeast corner Cliff Ave. and Forty-third Ave.. . 10 STREETS ON WHICH THERE ARE NO SPRING VALLEY MAINS FOR FIRE PROTECTION. (List furnished by the City Engineer.) In the Flint Trad: Masonic Avenue, from Piedmont to Albany Street; Congress Street; Levant Street; States Street; FUnt Street; President. Park Hill Avenue from Masonic Avenue to Fifteenth Street. Beaver Street, from Castro Street to Fifteenth Street. Sixteenth Street, from Castro Street to Masonic Avenue. In the Pope Trad : All streets in this tract. In the Par}^ Lane Trad: Olympus Street; Clifford Street; Upper Terrace; Lower Terrace; Saturn Street; Pluto Street; Juno Street; Jupiter Street; Clayton Street; Parnassus Street to Ashbury Street. Deming Street. Eighteenth Street, from Danvers Street to Corbett Avenue. In iJte Marled Sired Homestead Tract: Groveland Street; Eagle Street; Mono Street; Falcon Avenue; Carson Street; Seward Street; Acme Alley; Corwin Street; Blair Street; Stanton Street; Yukon Street; Glendale Street; Grand View Avenue; Romain Street; Burnett Street; Dixie Street; Hopkins Street; Golding Street. In the Fairvieiv Terrace: Bellevue Street, from Twenty-fourth Street to Thirtieth Street. Hoffman Avenue, from Twenty-fifth Street to Thirtieth Street. Douglass Street, from Clipper to Thirtieth Street. In the Stanford Heights and Sunn\}side Addition : From Clipper Street on the north; Thirty-fourth Street on the south; Fowler Avenue on the west, to Burnett Avenue on the east, comprising 70 square blocks. In the Sunnyside District: There is an 8-inch main on Sunnyside Avenue for 5 blocks. On Joost Avenue for 3 blocks. On Arcadia Street for 1 block. On Genessee Street for 2 blocks. On Flood Avenue for 1 block. This district comprises 50 square blocks. Clen Parl^ Terrace and Castro Street Additions : There are about 30 blocks in this district, with water mains in 4 blocks. In the Bernal Heights District: Winfield Street ; Elsie Street ; Bonview Street ; Eugenia Avenue to Soso Avenue. Andover Street and Moultrie Street, from Eugenia Avenue to Esmer- alda Avenue. 219 APPENDIX 7— INADEQUATE WATER SERVICE IN SAN FRANCISCO Anderson Street; Ellsworth Street; Gates Street; Folsom Street; Banks Street; Prentiss Street; Nevada Street; Nebraska Street and Bradford Street, from Cortland Avenue to Esmeralda Avenue. On the southern slopes of Bernal Heights, bounded by Army Street; Alabama Street; Nebraska Street; Cortland Avenue and San Bruno Avenue, comprising about 50 square blocks. In the Holl\) Park DUlricI : From Holly Park south to San Bruno Avenue, between Crescent Avenue and Cortland Avenue, comprising about 65 blocks. In the Excelsior District : In this district tncre are about 100 square blocks, with water mains in I 7 blocks. In the University Mound District: In this district there are about 200 square blocks, with no water mains of any description. In the South San Francisco District: From Re\ere Avenue to Paul Avenue there are no mains excepting that on Railroad Avenue. From Paul Avenue and Oilman Avenue to the county line, no mains. In the La\e View District: From Ocean Avenue to Summit Street, between San Jose Avenue and Harold Avenue, comprising 30 blocks. In the Ingleside District: From Ocean Avenue to Lakeview Avenue. From Harold Avenue to Junipero Serra Boulevard, excepting a main for 8 blocks on Holloway Avenue. In Horne/s Addition: Army Street; Twenty-seventh Street; Duncan Street; Twenty-eighth Street; Valley Street; Diamond Street; Sanchez Street; Twenty-ninth Street; Day Street, and Thirtieth Street, from Sanchez to Noe Street. In the Potrero District : Sixteenth Street, from Kansas Street to the bay. Seventeenth Street, from Kansas Street to the bay. Mariposa, from Potrero Avenue to Arkansas Street. Eighteenth Street, from Potrero Avenue to Mississippi Street. Nineteenth Street, from Potrero Avenue to Connecticut Street. Mississippi to Tennessee Street. Twentieth Street, from Potrero Avenue to Wisconsin Street, and from Mississippi to Kentucky Street. Twenty-first Street, from San Bruno Avenue to the bay. Twenty-second Street, from Wisconsin to Iowa Street. Twenty-third Street, from Rhode Island to Pennsylvania Street. Kansas Street; Rhode Island Street and De Haro Street, from Seven- teenth Street to Twenty-third Street. Carolina Street, from Alameda to Army Street- Wisconsin Street, from Sixteenth to Twentieth Street, and from Twenty-second to Army Street. Arkansas Street, from Mariposa to Twentieth Street, and from Twenty- first to Army Street. Connecticut Street, from Twenty-first Street to Army Street. Missouri, Texas and Mississippi Streets, from Twentieth to Army Street. Iowa Street, from Mariposa to Twenty-first Street. In the West Richmond and West Clay Park District: California Street, from Twenty-fourth Avenue to Thirty-third Avenue. Lake Street, from Twenty-seventh Avenue to Thirty-third Avenue. Drake Street, from Twenty-fourth Avenue to Thirty-second Avenue. Twenty-fifth Avenue, from Clement Street to its northerly terminal. Twenty-sixth, Twenty-seventh, Twenty-eighth, Twenty-ninth, Thirtieth, Thirty-first, Thirty-second and Thirty-third Avenues, from Clement Street to their northerly terminals. In the Richmond District (Central) : Clement Street, from Sixteenth Avenue to Twenty-fourth Avenue. California Street, from Fourteenth Avenue to Eighth Avenue. Lake Street, from Sixteenth Avenue to Nineteenth Avenue. Sixteenth, Seventeenth and Eighteenth Avenues, from Geary to Lake Street. Nineteenth A\enue, from Geary Street to California Street. Twentieth Avenue, from California Street to Lake Street. Twenty-first Avenue, from California Street to Lake Street. In the district from Geary Street to Golden Gate Park, and from Ninth Avenue to the ocean, there are practically no mains at all. From Forty-sixth Avenue west there is a 4-inch main which is of no use for fire protection. In Masonic Avenue, from McAllister Street to Geary Street, no main. In the Sunset District, from Twelfth Avenue to the ocean, and from Lincoln Way southerly, with the exception of about 5 blocks, there are no mains. Among the streets without water mains Hsted above are trany where there are as yet no houses and the Company may claim they cannot be expected to go to much expense in aid- ing real estate speculation by laying mains in uninhabited dis- tricts, but for much of this territory there can obviously be a proper rejoinder to such a statement in the fact that men cannot be expected to build houses on streets where there are no water mains ; and it is certain that real estate development and the building of homes in much of the above territory is being irrpropsrly retarded by inadequate water service, and residents who would otherwise settle in San Francisco are driven down the peninsula or across the bay. The following statements are abstracted from a report re- cently completed by Marsden Manson, City Engineer. The principal districts which are without adequate water supply are the following: Richmond, Sunset, University Mound, Excelsior, Home- stead, Potrero Heights, Sunnyside, Ingleside and the district on the east side of Holly Park. Parts of these districts are entirely without water and others are inadequately supplied. In none of the above are the ex- isting water mains of sufficient size to enable the Fire Depart- ment to cope with a fire of much magnitude. The distribu- tion of the houses in these outlying districts shows plainly the effect of the inadequate water supply. This is particularly noticeable in the Richmond District where those sections sup- plied with a sufficient service for domestic use are thickly built upon, and those with an insufficient supply are only partly built up, while those sections without water located immediately adjacent are not built upon at all. Many parts of these districts will be rapidly built up so soon as the property owners are assured that adequate water supply mains are to be installed. 220 Appendix No. 8 — Cost Data. BASIS FOR ESTIMATE OF CAPACITY AND COST OF HETCH HETCHY AQUEDUCT TUNNELS Notes by John R. Freeman, Engineer. Water Carrying Capacity Substantially all of these will be pressure tunnels, under barely sufficient pressure to permit regulating the hydraulic gradient and thus the rate of delivery, while always keeping the downstream end of the tunnel filled. The pressure type is preferable in giving much more prompt response to changes in rate of draft and permits much better control in developing power and in providing increased discharge in emergencies. The actual downstream slope of the tunnel will seldom be less than one foot drop in five thousand feet, m order to give fairly prompt drainage for inspections. No adverse grades will be allowed for the purpose of facilitating drainage toward the shaft during construction, where such grades would tend to create air pockets. All tunnels will be lined throughout with a good grade of Port- land cement concrete, having a general thickness to the prescribed line of excavation of eight inches on the sides and top and from four to six inches on the bottom. A minimum thickness of four inches over small projections will be allowed. A circular cross-section is preferable so far as facility in con- struction will permit, being much stronger against infiltration pressures and slightly better hydraulically and in economizing cement, and al- though a horseshoe section may be used, this must present some sub- stantial convexity throughout the walls, in order that the arch effect thus obtained may strengthen this thin lining against external seepage pressure, when the water is suddenly withdrawn. The many miles of pressure tunnels recently built for the New York Board of Water Supply are all of circular cross section. The water carrying capacity of the Hetch Hetchy tunnels will be computed with the same co-efficient of roughness that is used in de- signing the Los Angeles aqueduct, namely, with n ^= 0.014, in the Kulter formula. This is liberal enough to cover some roughness of finish and to provide against the retarding effect of moss-like growths, such as was noted in the Boston aqueduct, and will allow for retarda- tion by some slight deposits of sand on the bottom, although there will be small chance of this under the high velocities proposed. While new firA clean there is little doubt that with good smooth finish of the interior these concrete-lined tunnels, particularly if plastered as on the Los Angeles work, would show n — 0.01! and carry 28 per cent more water than has been estimated with the hydraulic gradient shown in the profiles on the accompanying maps. The thirty-four miles of the Hetch Hetchy tunnels between the intake in the Sierras and the San Joaquin Valley could all be cheapened materially by giving them steeper hydraulic gradients than those shown in the profile presented, thereby permitting smaller diameters. Any sacrifice of future hydro-electric power which this would involve would not be of material importance, but I have selected these diameters in order to permit increase in carrying capacity by putting greater pressure on the upstream end, should this become desirable, while replenishing a reservoir after interruption or for bringing down a surplus while water is plenty, or for permanently carrying more than 400 million gal- lons daily. Altho the grades and locations shown on the accompanying maps and profiles may be varied following a full geological exploration and a more complete cost analysis the general effect of such change will be to better the design and to decrease its cost as compared with that upon which the estimate is based. the Early Intake for about line will also be in good upper twenty-one miles Natural Conditions Along the San Francisco-Hetch Hetchy Aqueduct A reconnaissance by Mr. Horace Ropes of this proposed San Francisco aqueduct line shows that the greater part of this tunneling will be done under favorable conditions so far as external conditions are concerned. My own briefer inspection confirms this. Mr. Ropes was the engineer directly in charge of the construction of the aqueduct tunnels of the Boston Metropolitan Water System, and made various location studies for the aqueducts for the additional supply of New York, and is also experienced in heavy construction under Western conditions. The main highways run fairly near to most of the shaft sites ; the country is moderately well wooded and well watered; appearances indi- cate that sand, gravel and broken stone can be obtained near at hand at moderate cost, the climate is comfortable summer and winter. The geological conditions are particularly fa^orable for tunneling in the sound dry granites near Fletch Hetchy. Thence proceeding downstream to five miles to the South Fork, the granite and probably nearly all of this will be safe without timbering. For the fourteen miles down- stream from South Fork to the power drop, the tunnels also promise to involve no special difficulty, being in the ordinary rocks of the cretaceous series. Thence to the Tuolumne River our line has been moved a little in order to avoid the bed of serpentine (probably slippery) which exists northwesterly from Red Mountain bar, and thence to the edge of the San Joaquin Valley, altho there may be a mixture of slates and sandstones of various degrees of hardness, the topography promises dry work and no uncommon difficulty. The region of doubt and difficulty is found mainly in crossing the Mt. Hamilton-Diablo range, anywhere between Altamonl and Tesla, of which mention is made later, and for this reason the line has been moved south. About 28 miles of the line is covered by the geologic folio of the Sonora section of the U. S. Geological Survey, and Professor J. C. Branner, Vice President and head of the Geological Department of Stanford University, has long been studying the areas directly east and west of this and collecting data for the folios of the Geological Survey and making also special studies of the water-bearing basin surrounding Livermore. We were most fortunate in securing his expert services and advice on selecting our route thru the region south of the old coal mines of Tesla and in trying to steer clear of the vast, deep and high-piled beds of pliocene gravels south of Livermore, and under his advice moved south about two miles the line previously selected from our topographic study, incurring deeper shafts and greater length, in the effort to avoid deep wet beds of gravel and clay. We have not taken as a basis for our estimate of cost anything so favorable as the tunnels now being excavated about two miles north of our line, as part of an irrigation project taking water from the Stanislaus River into the Oakdale District, altho we may hope for some ground equally favorable. Here a tunnel about ten feet in diameter, about 1 ,450 feet long, was recently driven from its two ends and "holed thru" in thirty days, thus showing a progress of twenty-four feet per day. On the same project, another tunnel, about a mile and a third in length, is being driven from two shafts and two portals at a rate which is said to have averaged about eleven feet per heading, including delays. Its present progress with two shifts of men per twenty- 221 Discharge in Million Gallons per Day p p o o o o iio^. '"'■'<"". E QJ :*= c iNcrease or Decrease in Discharge due to varying coefficient of roughness, n, from value used in diagrams ■namely .014 for Tunnels and .013 for Cement- lined Pipes Tunnels Pipes .010 -tAWo + 3Z7o .Oil + Z8% + 19iV. .OIZ + 17 7o +-9 7„ .013 + 8 7o .014 -7^7o .015 - 7 7o -14 7„ .016 -13 7o -Z0 7o .017 -l6 7o -25 7o HETCH HCTCHY AQULDUCT CAPACITIES USE UPPER DIAGRAM TOR COISCRtTt- LlNtD TUNNELS ^n = 0.014 IN THE. KUTTER FORMULA USE LOWER DIAGRAM FOR CEMENT - LINED PIPE5. n 0.013 IN THE. KOTTER FORMULA FOR REPORT OF OOHN R. FRELMAN C.E. K.R.Kennison Aug. I, "12. v APPENDIX 8~DATA FOR TUNNEL COSTS four hours is said to be at the rate of twenty-four feet per heading per day. It is stated that each shift of ten men gets in two rounds of shots drawing six feet, and under a sub-sub-contract the workmen are said to be excavating this for $6.00 per lineal foot for drilling, blasting and mucking. This sandstone is drilled with hand augers, but is neverthe- less strong enough to stand alone, so that only a very small portion is timbered. These two tunnels present ideal conditions for safe, cheap and rapid work. We also have reports of low cost tunnel work a few miles north of our location now in progress for the South San Joaquin Irrigation Dis- trict. Though we hope for some equally favorable situations it is safer to assume them offset by "bad ground" on other parts of the line. Unit Costs for Tunnels Estimates As a guide in estimating unit costs on the San Francisco lines, much reliance will be placed upon the experience on the tunnels of the Los Angeles aqueduct, because of these having been very recently con- structed, under California conditions, by day labor, with careful atten- tion to keeping account of the several items of cost. The writer was a member of the Board of Engineers appointed by the City of Los Angeles to study that project in its early stages and to prepare the estimates of cost upon which the project was financed. Thru the skill and devotion of William Mulholland, Chief Engineer, that work is being done at a cost much less than was estimated, and the writer has inspected the work while in progress and studied the natural conditions, and from personal inspection and from that of other engineers of ex- perience, the writer believes the quality of workmanship on the Los Angeles tunnels is admirable. In general the prevailing rate of wages for an 8-hour day was for common labor, $2.25 to $2.50; drill runners, $3.00 plus found; muckers, $2.50; blacksmiths, $3.50 to $4.00; compressor men and mechanics, $3.00 to $3.50; shift bosses, $3.50 to $4.00; foremen, $125 to $150 per month. Commonly, 3 shifts were worked in 24 hours. It appears from inspecting the location that several miles of the Hetch Hetchy tunnels will present the same favorable conditions for rapid progress and for low cost that were obtained in the most favor- able sandstone tunnels of the Los Angeles aqueduct, and we find no ground where the conditions will probably be worse than on the north end of the Los Angeles "Elizabeth Lake" tunnel. On the whole, from repeated personal inspection of both the Los Angeles and the Hetch Hetchy surface conditions, I believe the natural conditions aver- age as favorable along the San Francisco-Hetch Hetchy line. Save for the uncertainties in the ground south of Tesla, I regard the San Francisco conditions as on the whole more favorable. But it must be kept in mind that these Los Angeles tunnels have been constructed under exceptionally competent engineering management, by day labor, managed with remarkable tact. Looking backward, the Chief Engineer and his principal assistant tell me that now they see many places where further economies could have been effected, but it is not safe to reckon upon such in advance. Increase of cost on the .San Francisco work would follow bad labor conditions or mistaken legislation, or anything short of the very best management, and for all of these possibilities an excess cost factor will be discussed later. Data for Hard Rock Tunnels Under Adverse Conditions The Elizabeth Lake section of the Los Angeles aqueduct is slightly larger in diameter and 10% larger in area of cross-sectijn than that which I have adopted for substantially all of the hard-rock tunnels in the Sierra Division between the Hetch Hetchy reservoir and the edge of the San Joaquin Valley. It is of somewhat smaller diameter than the tunnels proposed in the softer formations east of the San Joaquin Valley and beneath the Mission Pass. This Elizabeth tunnel is a particularly prudent cost guide so far as natural conditions are concerned, because it was driven in rock much less favorable than the sound, dry rock which will probably be found in the Sierras and a cursory inspection along our line, with due regard to the natural drainage of the formation, indicates that for no important distance on the San Francisco line, except in the doubtful ground south of Tesla and Livermore, will there be any such adverse conditions as were found in the wet, crushed granite within the broad broken zone along the great St. Andreas fault which passes beneath Elizabeth Lake, which fault IS of such importance as to be marked in the report of the California Earthquake Commission, altho it gave no movement in the slip of 1906. DATA FROM ELIZABETH TUNNEL, LOS ANGELES AQUEDUCT. (See above for description of conditions under which this work was done.) Excavation, drilling, steel, labor and power. Mucking Drainage Ventilation Power and light for drilling, hauling, etc. . . Local engineering and surveying. . . Proportion of shaft and portal cut. Timbering and dry packing. Total Final cleaning up and knocking off projections of rock, average cost per foot. Lining with concrete Average for whole length, including lining Average for all work for the first 26 months to December 31, 1909, including 60 per cent of entire length. For whole period of forty months to March, 1911. From North Portal, in bad, broken, rotten granite ; heavy dan- gerous ground ; re- quired timbering, 96 per cent, of length. From South Portal, in good, sound, hard granite, excellent con- ditions ; only 20 per cent required timber- ing. Feet. Per For total foot. length. Feet. Per For total foot. length. Averages for the whole length of tunnel, 5.09 miles. North South For 13,370 13,500 26,870 feet, per feet, per feet, total foot. foot. length. 7,637 $12.94 12.85 I 7,585 7,315 .52 Pmp'd. .31 5.21 1.61 .88 $34.32 $34.32 6.59 6.31 $40.91 $40.63 _ 1,681 $16.62 $11.25 $14.65 $12.95 12.13 Grav. 11.70 11.10 11.40 .12 flow. .45 .17 .31 .63 .22 .41 .31 5.23 5.55 4.93 5.24 $29.17 $31.26 $30.21 1.25 1.07 .05 .62 $36.03 $36.03 $31.90 5.75 1.27 16,455 ft . at $8.74 5.35 $41.78 $37.30 $37.25 1.50 16,455 ft at$11.03 11.03 — $49.78 The cost of equipment is not included above, but its cost of installation and maintenance is included. The comparative cost of excavating in the bad ground that the excess in cost of timbering badly shattered rock is from the north portal and the good ground from the south largely offset by the smaller cost of blasting and excavating portal gives an excellent illustration of the general experience the badly broken rock. 223 COST PER LINEAL FOOT FOR LOS ANGELES AQUEDUCT TUNNELS Da^'a, Monthly Rtporta \o Ch i^ef Engineer onSOHEadlngs , 24 M.les of Tunnel in Widely Different Formation Haol Graniie. Some Very Har A Sy pnitp; Har(^ Gr3ni+p KIND Of ROCK (The rnosi- Coatly a\ Top) Elizabeth Lake Gr5ni-Ve;5ounil nrY.Soii-Hi; flrnkpnWft Wnrth Hart! Gran itp. v/\\h a Ffw .Slips Grani^p, Blocky.Verf V/cl , Treacherous Granite , Harti B locky Grani+e , faul+y , Decomposed 7 , wi+h bad l^low Carbonic Gas hrani+p. Talcose Slips - We+ Grourul Grani-te , Faulty , Detomposecl Oblique bands of Harder Rock Bioti+e Granite than in No.3 Decomposed Granite & Porphyry Decomposeii Granit e . Homogeneous Decomppsed Granite Medium Granite. Granite , Sof t , B roken No. Half - Slate , Hard , Broken , Disturbed it). Half - Sound, Cost very much less than Ni Slate, and Schist Quicksand and Ca vi n^ G round Sandstone Incipient Sandstone. Dry Holds rtcord for Progress, 1063 ft. in 30 day: Compact Sand Gravel snd C lay COST OF TUNNELS ON L05 ANGELES ftQUEDUCT Mumber of Tunnel Met AREA of Tunnel Cross Sectmii So. Ft. J3l A± J3JLB. 33^ P^Zs^ TL .21 _ia. 29.31-3:^ 27.28 _41 _42_ 2.2-A l-AB 73 P lO-M IM JLAS pn 77 75.76 93 34:36 78,79 lOC-IOZ a2.64.65 _a2. 7o of lenjlh Tim- bered 5h M ai 5a M AJ^ Uii. 11 80 I 2.5 ^ I ? > Ik M 58_ 63 Ah "__. 21 SZ Ci9 ^ la TIMBtRlNG AL 7 46 Al 38 6fe ^3 Ml 71 ■^0 .23 IM iQfl IM Cost per Tim- bered Foot JLn ±hl ■LIS. ASlZ J.M Alii ilA .X^h. 2lS5. AiA S^SlZ AA2 _2J_^ Ui 3.33 ilii. I. a? iil 7.23 AS' S.A7 3.31 .2^ 3.85 2.07 ^J>2 • bO ija. Cost per Exca- vated Foot 14 2.afi a.72 .Jt _M. _JM AJZ JL3Ji 2^2i LSi -^M. .02 Jll 131 3.10 ja Ml iJ2. V^ __5. .23 AM. 1.33 il2. .Ofe EIXCAVATION CONCRETE nd Mucking ncl. -Trimming to rade R Cleaning i , „, i — 5_ Cu.Yds. (2 u.Yds ;r Ft oPre ribed .ine 2.B 5 2.87 ^.£3. '■JO 1.^7 Cost Cost per Ft per ' Cubic Li Yard Foot needed Yard S.^S 24.05 -6^.nJ4 .2.£JL_7.49._2L4i 5..M •^..SS 22.30 4J^AlS_iLll 7.cft: 7.?.s 7.3o'6 .i4 17.73 3.J&|5.,07 3.3S .3.59 13.13 3.03 4 .95 3.43 | 3.eC > 3.37 , 4.03 .iiJ Ail 3.4S AIL .6.5^ ill. Am Am 3.e5 5JZ .4J1Q 3A5 4,7.1 IM 62-^ 2.fe? Ib.b?- I.I l.q7 2.tb 11.11 .':.i7. ?..03 lO.I ^'i.li^^LlJ^^^uM _3 ._fa2 _ 5Al.-U6D._fLiq_U3 J.,38- per per .f^'" Thcoreti Thforetic Lineal .meal 12J4. 18.05 20.M ]A4i 18.06 LLM. 13. W 13. 27- 13.15 2.47 8.b2 2-51 7. S3 27.70 1.27 3.3S 17.17 1 .10 3Ak I7.b5 1.12 3_-£5 l8-2'5 1.07 JL^ jj ^l 7.fa^l I.I Condensed by J.R.F. June. 1312 . £.8(0.E. All TOTAL LINING other COST ncl. Plastering ^\^^ Lineal Foot ally ■ 70 Ji _J1 .70 JS4 ■ M 10.44 (9.30) _LM JI J2 J.M (Ml) ^a.iQ (ii.od) (9.m) 8.40 iM A02|t8.iO)A2i 6.27 (S.SO) 3.25 per Foot 3.61 3070 3.27 30.47 AM3iJJ9 4.S0 52.99 3,61 30, 3Q 3.16 27.33 3.20 3.33 2.^ 3.70 3.63 3.30 3.33 3.39 3-7^ 3- 6^ 3.32 3.3'^ 3.2& 3.00 3-61 3.36 .3.36 A1. 3lio.fe Sl3.23l22.es 32.sa 35.49 2(>79 2e.53 29.15 26.33 24.46 27.57 23. 1 & 2A41 4Mi 36.33 35.^ 29.20 21i2. 22,50 22.09 >- c r I- ™ c:„ r tin f^ ^ -3: O un p C /) E -o a- o §- -on ,rt)- "E ^2 ^ - «l -° * 1 -= -g ^ c 2 ^ aJ -of) O i3 ^ 1 ., It) (0 e ° s t- .0 D O C in ^ ^ d: £ ™ -5 I- D -O -- (T) O o -t- in 1- rtl o c > on -t- O J^ > ;? -^ t5 -^ r- u -F (Q e ■OI> Ct ul O 1= APPENDIX 8— DATA FOR TUNNEL COSTS The north half of this Ehzabeth tunnel in crossing the broad broken zone beneath a lake, was in a decomposed granite — badly broken, blocky, wet and difficult to support during construction. Substantially all this north half had lo be timbered and some of the ground swelled so that it had lo be relimbered very heavily two and three times. The natural difficulty is indicated by the fact that two and a half miles was largely excavated by means of a bottom heading driven in advance, with false sets and crown bars to carry the weight of the roof ahead. It was then widened and permanent posts and a temporary floor put in. from which the upper part of the section was then excavated. 96% of this 2.5 miles required timbering lo support the rock durmg construction and for the safety of the workmen, and about 1,000 feet in from the portal a bad flowing mud seam, thirty feet thick, was encountered, which necessitated a shaft put down beyond, lo mamtain progress while the mud was being drained out and being cautiously passed thru. The south two and a half miles of the Ehzabeth tunnel was in pneissoid granite, hard in some places but rather soft in others, but on the whole presenting favorable conditions for construction and such that only 22% of its length required timbering. Including the bonus the wages paid on the Los Angeles work were high but the progress was exceptionally great. The men were each paid a bonus of 40 cents per lineal foot for each foot by which the ten-day progress exceeded the assumed normal eight feet per day, the men per shift beinfi limited to a reasonable number. This excess averaged 4.38 feet per day per heading, and thus the bonus amounted to about $1 .75 per day per man. This was intended to be an equitable division between the men and the city, half and half, of the saving effected by the extra effort of the men in obtaining a rate of progress greater than the normal for these natural conditions and confidence was established among the workmen that a bonus rate once fixed would never be reduced. For the total length of about five miles, or a distance of 2.5 mile-^ inward from each portal, and including the delays from the mud seam and shaft above mentioned, ihey averaged better than eleven feet per day in each heading of the Elizabeth tunnel, and the whole five miles were driven thru in forty months. This fact is of particular interest, since this Los Angeles tunnel is of substantially the same length as the longest of the Hetch Hetchy tunnels between shafts; and it is interesting to also note that near its center or from two to two and a half miles away from the portals the rate of progress and the cost per foot were not any greater than near the entrance. This was rendered possible by the application of modern methods of electric haulage. The principal data obtained from this Elizabeth tunnel are presented In the foregoing table and in the table next following is a compilation of costs of this and other representative tunnels from the field engineer's monthly reports on the Los Angeles aqueduct, driven in a great variety of formations, but all under exceptionally able engineering supervision, and each cheapened also by a bonus paid the men for excess over normal rate of progress. The fact that excavating the bad rock of the north half cost so much less than for the good rock of the south half, already commented upon in a footnote, was here in part due to a difference in foremen and the men that they attracted. The one in charge of the north half is said to have been an exceptionally able man, with a strong personal following of able miners. The final cost (when holed thru and two-thirds lined) stated in the report of July, 191 I, including, in addition to the above, equipment, head- quarters administration and surveys, but not including any of the cost of lining, was $44 80, but when all is finished this cost per foot will be lessened from sale of equipment. In general, local administration, sanitation and housing, material handl- ing, water supply, cost approximately $1.21 per lineal foot. In surroundings, these Los Angeles tunnels were isolated, mostly up in the hills along the edge of the desert, in a country hot in summer and unattractive to workmen, and in the work of tunneling altho they had the advantage of working from adits with an easv dump, as compared with the slower, more expensive hoisting from shafts on most of the Hetch Hetchy line, particularly on the Tesla- Antonio sections, and at the deep shafts near Groveland, this advantage was largely offset by the necessity for a cable hoist or for building a heavy road to the adit, and particularly by the very long haul of the cement used in lining the tunnels. The Helch Hetchy aqueduct has decidedly the advantage in being well watered and with more abundant vegetation. Water for all pur- poses on the Los Angeles line commonly had lo be brought a long dis- tance in pipes, and as will be seen from the cost sheet this added materially to their expenses. Electricity would be distributed all along the San Francisco line for light and power, as it was on the Los Angeles work. The feature which chiefly controls the cost of a tunnel within the range of sizes needed for various portions between Hetch Hetchy reservoir and the Crystal Springs reservoir, is the quality of the ground. For exam- ple, the cost per cubic yard for excavation and mucking was found live times as great in the small 58-foot sections of Los Angeles tunnel No. 13 in very hard granite with syenite, as the cost in the soft sandstone of the 92-fool section of Los Angeles tunnel No. 89. A large section of 132 square feel like Los Angeles tunnel No. 75 should be excavated for a much smaller price per cubic yard, quality of rock being the same, than the small section of 58 square feet used all thru the Jawbone region, because outside a section barely sufficient lo give room for the men all of ihe yardage is blasted ou; much easier than the heading. The highest cost per lineal foot was found in the Elizabeth Tunnel No. 72, and its cost per cubic yard was well toward the top. Condensing and classifying the foregoing table so far as possible in order of difficulty of the ground, we obtain the second table, which can be used as data for the San Francisco tunnels by first making com- parison of the quality of rock likely to be encountered and its probable percentage of timbering, with that Inspected on the Los Anoeles work. The cost of concrete lining per cubic yard should not differ widely nor should there be a wide difference in the cost per cubic yard for mucking In tunnels of the same length. Notes on Tables of Tunnel Costs In the preceding tables of tunnel cost, taken from the monthly reports on the Los Angeles aqueduct, the Inclusion of figures in paren- theses indicates that these have not been copied directly from the monthly report sheet:, but have been estimated by J. R. Freeman mainly from auxiliary data presented in their report sheets. In order to obtain for our purposes a correct estimate of the complete cost of each tunnel when finished, including proportionate share of buildings, tools, equipment, temporary electric power plants, pipe lines and general expense, we have had to make a few assumptions based upon general experience and so our figures for the incidental expenses may differ slightly from their final adjustment by the Chief Engineer Failure to realize the magnitude of the Incidental expenses on work of this character out in the wilderness, is common among both engineers and contractors when making hurried preliminary estimates. Therefore par- ticular care has been taken in the present compilation to include everything at safe figures. Cost of Lining per Foot In the case of tunnels not yet lined, the cost of lining per foot has been estimated mainly from what it cost to line other tunnels in the same division. Cost per foot of plastering has been estimated in ihe <^;.me way. In lined tunnels where plastering has not yet been done. It Is assumed that It will have to be done later and hence the estimated cost of plastering has been added. Cost of Cleaning Before Lining For those tunnels which already have been lined the figure given for the cost of excavation and mucking includes the cost of trimming off projections of rock and cleaning out the loose muck from the bottom, but for the tunnels not yet lined a figure has been added In the table to cover the estimated cost of the final trimming and cleaning. Superintendence For those cases in the table where the cost of superintendence was not found included in the monthly reports an allowance has been added. Local Engineering This covers chiefly lines, grades and monthly estimates. One reason for this being small Is that general accounts for bench levels and re- 226 DETAILS OF TUNNEL COSTS testing the line are included in the general engineering and designing; another reason is that fewer men sufficed than would have been needed on contract work. Superintendents could be better held responsible for quality. Incidentals and Minor Equipment All of the following incidental expenses are distributed into the cost of tunneling given in the table two pages previous, and covered by the general charge of $2.00 per lineal foot, which figure is an approximation deduced as follows: APPROXIMATE TOTAL COST UP TO JANUARY 31, 1912, OF ITEMS SHOWN IN TABLE. Div.5&5a. DIv. 7. Div. 11. Length tunnels 65,800 ft. 65,100 ft, 48,400 ft. Concrete or steel siphons 8,600 " 13,700 " 16,000 " Total Total Covered conduit. . . . 44,100 •• 38,500 " 11,500 " per per Flumes — 400 " — mile. $2,400 foot. Total feet . . . . 1118,500 ft. 117,700 ft. 75,900 ft. Miles 22.4 miles, $41,700 22.3 miles. $82,800 14.4 miles. $17,800 Pipe lines $ .455 Buildings 72,800 70,800 31,100 2,960 .560 Expended, buildings . 900 2,900 2,800 110 .021 Proportion L. D. Phone & M. & O. 10,000 10,000 7,000 460 .086 L. T. power lines. . . 8,700 800 18,800 480 .090 Local telephones 5,200 4,700 3,400 230 .043 Reorganization .... 4,700 1,900 2,400 150 .029 Miscellaneous losses . 4,900 600 1,300 120 .022 Miscellaneous tests . . 400 10,500 100 180 .035 M'nt'g and operating pipe lines 14,000 18,400 9,500 710 .134 M'nt'g and operating local telephone . . 2,500 200 1,200 60 .012 M'nt'g and operating roads and trails. . . 5,500 1,800 4,400 200 .037 Proportion of general equipment, less sal- vage, say 10,000 10,000 7,000 460 .086 Expended, equipment 12,800 9,900 11,300 580 .109 Total incidentals and minor equipment for tunnels, siphons and conduit $194,100 $225,300 $118,100 $9,100 $1,722 To find approximate proportion applicable to tunnels, distribute above in that proportion which the material and labor cost of tunnels in the division bears to the total co3t of the division. This places the burden on the tunnels as follow^s: Division 5 and 5-A $130,000 or $2.00 per fool Division 7 1 50,000 or $2.30 per foot Division II 83.000 or $1 70 per foot (For a mean value use $2.00.) Net Cost of Heavy Moveable Plant This is the most difficult figure to obtain before the work is closed and a feature wherein different projects may differ widely with the accessibility and character of the country. The tunnel costs tabulated in the monthly reports from which we have taken our data, "do not include the proportionate share for build- ings, equipment, pipe lines and general expense" a pari of which have already been included by J, R. F. in the $2.00 allowed for incidentals and minor equipment. It is difficult to separate the part proper to tunnels from that pertaining to cut and cover aqueduct and steel pipe. This proportionate amount per fool on the Los Angeles work is estimated as follows on the basis of distributing it to tunnels and other types of conduit in proportion to their cost as found on typical divisions. This equipment covers air compressors, power drills, mine cars, tunnel railroad material, electric locomotives, ventilation, hoists, pumps and similar heavy apparatus that on a long job like this can be moved from one tunnel to another; and since its upkeep is provided for, can be sold when the work is finished. Electric Power and Temporary Electric Generating Plants In the case of the Elizabeth tunnel and the several tunnels of the Saugus Division, no electric power generating plant was installed, power being purchased at meter rates from the commercial lines, which ran near the aqueduct leading to Los Angeles. The cost of this leased power is included in the cost of excavation. For all the northerly work, including the tunnels of the Little Lake. Grapevine and Jawbone Divisions, small hydro-electric plants were built and long high-tension transmission lines extended to furnish power and light for tunneling, tramming, repair shops, conduit power shovels, con- crete mixers and a great variety of work. We understand the cost of this power month by month was distributed into the above costs of excavation at a rate per kilowatt hour that provided for amortization of the plants, although they will remain useful. Pipe Lines A vast amount of water piping was required for camp purposes and for mixing concrete and other construction purposes, where the Los Angeles line followed the edge of the desert. This item would be much smaller in the well water country along the line of the Hetch Hetchy aqueduct and is covered in the $2.00 per foot allowed for miscellaneous plant. Local Overhead Charges Tunnel costs tabulated in the Los Angeles monthly reports for work done after July I, 1909, "do not include division administration." A suitable proportionate amount per foot is estimated as follows, from Sheet 27-E in the report for January, 1912, which gives the follow- ing total costs of Division Administration to date: 1 Division 5a. | Division 7. | Division 1 1 . I I J I I 1 Total cost July I, 1909, to January! | | 31, 1912 1 $64,780.00 I $54,720.00 I $59,460.00 Rough approximate total length of | | | aqueduct line built from July 1,1 | | 1909, to January 31, 1912 | 13mile5. 1 1 1 miles, j 1 1 miles. Cost of division administration per | | foot of aqueduct, including tunnel, | | I conduit and syphon j $ .95 j $ .94 I $1 .02 Use $1.00 per foot as the proportional amount of Local Overhead charges to be added to reported cost of each tunnel which was built after July 1, 1909. But very little of the tunnel work represented in the table on Los Angeles Cost Data was done before July 1, 1909, therefore we add $1.00 per foot for Local Overhead Charges to the cost of all tunnels shown in the table. 227 APPENDIX 8— DATA FOR TUNNEL COSTS Comparison With Tunnels of Hazen Report Upon Filtered Water From the Sacramento River The tunnel from filters at Antioch would cross the Mt. Diablo-Mt. Hamilton range a few miles northerly from the route now proposed for the Hetch Hetchy aqueduct and appears to present even more of geological uncertainly. As a preliminary figure, intended to be very safe and liberal, Mr. Hazen estimated $65.00 per foot for his two tunnels, lined with concrete to an area equivalent to a circle 10 feet in diameter, one 3.4 miles long, the other 8.7 miles, and included some deep shafts at the same price per foot. Local Conditions near Altamont The recent railroad tunnels near Altamont, a few miles northerly from our Tesla-Antonio line, are said to have encountered some sv/ell- Ing ground and presented some special difficulties. Our tunnels are deeper under the mountain. The difficulty of "swelling ground" is seldom any- thing more than a result of the gradual softening or loosening of the ground surrounding the timbermg, by the action of percolatmg water or its slow disintegration from exposure to air. Such troubles come commonly from the desire of contractors to defer concrete linmg until the excavation is finished, and, for example, on the Los Angeles work has been largely conquered by following with the concrete hning close behind the excavation. Once well lined with concrete there is no further trouble. At Tesla much trouble was experienced m the extensive coal mine workings from soft and swellmg ground, but our line has now been moved south to avoid these conditions. 228 COST DATA FOR LARGE STEEL PIPE Basis of Estimate for Cost of Steel Pipe, San Joaquin Valley The following estimate has chiefly in view the steel pipe, about forty-five miles in length and seven feel six inches net diameter, to be built under the exceptionally favorable conditions found in crossing the San Joaquin Valley. This pipe is designed to carry the full head and pressure at about 200 pounds per square inch, due to the hydraulic gradient necessary for delivering 200 million gallons daily, or half the ultimate 400 million gallons daily, of water from the Upper Tuolumne by gravity flow into the Crystal Springs reservoir or into Lake Chabot. This cost problem is analyzed into its elements so that the same data may serve for a different diameter and thickness if an extra allowance is made for differences in local conditions. There is such a great amount of this pipe required for the San Joaquin line and the Bay Head line that an exceptional opportunity is given for perfeclmg labor saving methods. The Type of Steel Pipe Proposed for Crossing the San Joaquin Valley It IS proposed to use a soft and ductile, open-hearth steel of the so- called "flange" class. A cheaper steel might serve, but it is considered desirable to have a high degree of softness and ductility in order that the plates may stretch rather than crack in case of unusual strains due to water-hammer or settlement of the ground, abuse in forcing fits during construction, or m case of an accident such as has occurred where under a sudden ramfal! a partially completed pipe has been floated from its seat. Also after completion, in case of a washout, it is desirable to have a soft and ductile steel. The oid-fashioned wrought iron in Eastern practice certainly has resisted rust much better than modern steel. I have made several careful inspections of large wrought iron penstocks ^-inch thick and 9 feet diam- eter, that have been in daily use for supplying water to turbines at the factories of Lowell and Lawrence now for more than sixty years, and there is every reason to believe they will continue in tolerable condition for a full century, but steel is cheaper and more readily obtained, is stronger and tougher and it can be protected against rust by various means. Steel 13 being used on all the great pipe siphons of the New York aqueduct, on those of the Los Angeles aqueduct, and in the smaller aqueducts re- cently built by Springfield, Mass., Portland Ore., Pittsburgh, Penn., etc., and has been used instead of wrought iron for the pressure pipes on all of the recent great water power developments in California and the world over. The steel proposed would have an elastic limit of about 30,000 pounds per square inch, with an elongation of 25 per cent when tested in a specimen eight inches long. Its ultimate strength would average about 60,000 pounds per square inch and the working stress to be imposed on the gross cross-section where the head is greatest would be not far from 12,500 pounds per square inch, but not exceeding 15,000 pounds on the net section if a riveted joint is used The method of joining the sheets for the longitudinal seams would be probably by the bar-lock method or something similar, because this gives the maximum efficiency and the minimum weight of steel pipe for resisting a given bursting pressure ; but since these plates are thicker and the pipe of larger diameter than heretofore constructed with that type of joint, the present estimate for the larger and thicker pipes is worked upon the basis of a triple-riveted butt joint, with two cover plates. Rust-Proofing In view of the great length of this Hetch Hetchy pipe and the high pressure upon it, it is desirable to keep the diameter small as prac- ticable for the required carrying capacity and it is therefore necessary to obtain a smooth interior, and one which will remain smooth for an indefinitely long period. In view of the trouble that has been experienced in several large modern steel pipes from corrosion, tuberculation and pine-hole leakage and pitting after ten or fifteen years of use, notwithstanding the appli- cation of various paints, asphalts and baked "enamels," it is of great importance to provide the most efficient safeguard against internal rough- ness and against perforation and leakage. There is good ground for the belief of the Chiet Engineer of the Los Angeles works that steel pipes rust less under California conditions than in the Eastern states, and that in general the slightly alkaline char- acter of these waters, as compared with Eastern waters, made very slightly acid by the admixture of water from swamps, presents a much smaller tendency to corrode. Nevertheless, to be on the safe side as regards smoothness, permanence and cost, I have provided for more elaborate treatment than has yet been used on any large aqueduct pipes East or West, save those recently built for New York. Cement Lining Altho special steels are now offered in the market at a slightly in- creased price which promise much better results in withstandmg rus' than the ordinary commercial article, it is believed that the important matters of permanent smoothness and resistance to corrosion can in the present state of the art be safeguarded most economically and most surely by covering the steel with a thick coating of rich Portland cement mortar or concrete. All of the many miles of large steel siphons now under construction for the additional water supply of New York City are being thus protected mside and outside and a somewhat similar coating has efficiently protected the small thin wrought iron street mains of Plymouth, Mass. (for example), for forty years. Also the use of this plastic material makes it possible to obtain a smooth interior irrespective of projecting rivet joints and edges of plates and thus permits adopting the simplest and cheapest structural methods. In addition to promising longer life for the steel conduit the cement lining must be credited with giving a much larger wafer-carrying capacity than the riveted lap joint pipe of thick plates, which is certain to have its roughness of interior surface materially increased in course of a few years by some such tuberculation as I have personally noted in various California pipes, notwithstanding the tubercles will be much smaller than with Eastern waters. There is abundant experimental evidence from which one may deduce that a pipe seven feet in diameter, smoothly lined with cement will after some years under equal slopes carry as much water as a pipe eight feet in diameter made in the ordinary manner; and with the saving in circumference of plate comes also a saving of one-eighth part in the thickness of plate required for our high heads. The present estimate, therefore, includes the cost of lining the pipe with a coating of rich Portland cement mortar about one and one-half inches in thickness, which is to be secured against shrinkage and settle- ment cracks by the insertion of a thin reinforcement of steel-wire netting. This cement lining may be applied in various ways — by the ordinary house plasterer's method, by the "cement gun," by grouting around forms as for the New York pipes; or perhaps by special apparatus, acting in a method somewhat similar to that which was used in lining hundreds and perhaps thousands of miles of small-size ihm sheet iron pipe when the cement-lined thin iron pipe was popular thirty or forty years ago, prior to the great drop in the price of cast iron pipe. For all ordinaiy conditions in dry ground, in view of the abundant proofs of the durability of pipe exteriors on many old mining pipes under the dry California climate, and the fact that about 90 per cent of this particular pipe will He along the semi-arid surface of the San Joaquin Valley, the exterior of the pipe would not be coated with cement but would simply be thoroly painted several coats, as on the Los Angeles work and as Is common for hydro-electric structures. The tendency of a thin pipe of circular cross-section to flatten under its own weight when empty, into a slightly elliptical form, will be resisted during the process of placing and bedding and until the cement lining is inserted, by means of stulls or \ertical wooden posts, tightly wedged or driven into place. Probably in a pipe of the superior rigidity given by this particular combination of thickness and diameter, it will be found practicable to effectually prevent all trouble from the tendency to crack the cement lining when the water pressure restores the flattened pipe to the circular form, thru compensating for the tendency to flatten by means of a preliminary slight vertical distortion by a line of hydraulic jacks sufficient to give a permanent set to the metal so that it will stand horizontally in circular form when empty. Special Protection Over Swampy Ground For the exterior of the pipe where it crosses wet or swampy land, the bottom half is planned to be encased in a bed of rich concrete made from small gravel and having a minimum thickness of nearly four inches, poured In a plastic condition thru channels, or "gates" as a foundry-man would term them, carefully designed to exclude dirt and 229 APPENDIX -COST DATA FOR LARGE STEEL PIPE air bubbles while pouring. The top half of the steel pipe is planned to be covered by hand with a stiffer mortar, varying in thickness from four mches at the mid-depth to two inches at the top and having a "chicken-wire reinforcement." The ground between the cradles would be carefully trimmed to give a 4-inch space, with a small cross trench for access in riveting the field joint, midway between the cradles, in which the "gale" for pouring the concrete bed would be set. Also for that portion in wet or marshy ground, this estimate assumes that the pipe will be supported by rigid cradles of reinforced concrete, having a cross-section about two feet square, placed twenty feet apart and extending up to nearly the mid-depth, these cradles being built in place accurately to location and form, well in advance of the laying of the pipe. Data for Costs II is always most satisfactory in making such an estimate to select data from recent constructions made near to the work in question, and under conditions of operation which are fully as difficult. We are fortunate in the present instance in having data furnished by William Mulholland, Chief Engineer of the Los Angeles aqueduct, which presents the actual costs under California conditions during the past year for similar work upon steel pipes of larger diameter and laid under more difficult surroundings. The figures given in the following tables present averages for sub- stantially all of the work completed upon steel pipe siphons for the Los Angeles aqueduct up to January, I9I2. ANALYSIS OF COST OF STEEL PIPE SIPHONS ON THE LOS ANGELES AQUEDUCT. From the Chief Engineer's Cost Analysis Sheets of January, 1912. LOCATION. Length Diameter Maximum thickness Minimum thickness Average pounds per hneal foot Sleel Pipe Costs. Excavation Steel, rolled, punched; delivered at railroad siding Loading and unloading Wagon haul Placing Riveting Calking Painting Timber supports Equipment and tools Superintendence Engineering, local Wells and pumping Salvage on equipment, tools and timber Total cost of pipe, exclusive of piers, back-fill and blow-off Cost of riveting, per rivet Nine Mile Canyon. No Name Canyon. Dead Man Canyon. Soledad Canyon. 1,415 feet. 9.5 " 5/1 6 inch. 14 " 358 lbs. Per foot. Ibi (On piers.) 00 $10.83 .68 .27 1.43 1.46 .22 .76 .97 3.05 .89 .17 $3.03 .19 .07 .40 .41 .06 .21 .27 .86 .25 .05 $20.73 1.00 $5.80 .28 $19.73 $5.52 $.036 2,016 feel. 9.25 •• 9/ 16 inch. 14 •■ 478 lbs. Per foot. $ 1.23 13.52 1.05 2.27 2.36 .25 .32 :r 100 lbs. $2.83 .19 3,352 feel. 11 •• J/2 inch. 'A •• 622 lbs. .41 .41 .03 .06 3.18 .67 .80 .14 .18 .03 $25.16 $4.77 .80 .17 $24.36 $4.60 $.07 Per foot. $ 1.02 15.25 .64 2.94 2.10 I. II .15 .08 100 $2.45 .10 .44 .28 .18 .02 .01 8,040 feet. 10 and II •• 1/2 inch. 14 •• 557 lbs. Per foot. i 1.06 13.71 .49 2.91 2.22 .38 .19 1.54 .19 .15 1.60 Per 100 lbs. $2.46 .09 .43 .29 .05 .03 .28 .03 .02 Quigley Canyon. Per foot. 61 1 feel. II " 14 inch. 382 lbs. Per 100 lbs. Placenta Canyon. ,572 feet. II ■■ ]/4 inch. 402 lbs. $23.29 t$3.48 \ $24.44 $3.68 .28 .04 $23.01 $3.44 $ .07 .38 t .07 $24.06 $3.61 $ .078 $9.56 .32 $2.50 .06 ♦Placing steel includes timber supports. fExcluding paint, calking, etc. Cost of Two Pipes Built by Contract Per foot. Per 100 lbs. i 1.96 10.04 .34 $2.50 .08 lExclusive of well and pumping The cost of the Dove Creek and San Antonio pipes built under con- tract may be of interest showing certain added costs. Nine feet diameter, 14 'nch thick; total length about 1,727 feel. Per foot. Freight (paid by city) I $2.96 Electric power (paid by city) j .67 Equipment expense (paid by city) . . . . | .75 net. Painting (paid by city) I .30 Inspection (paid by city) | .01 Additional to contract, total As per contract for furnishing and erecting pipe, also furnishing erecting equipment Total for pipe completed , $ 4.69 12.92 $17.61 Per pound. ^ $~1)098" .0022 .0025 .0010 $ .0155 .0426 $ .0581 The total tons in all six of the above pipes was only about 4,000 tons, whereas the tonnage in the line across the valley will be upward of 90,000 tons, and in plates more than twice as thick, which lessens relative cost per pound of perforating, etc. General Type of Los Angeles Pipes All were made up from basic open-hearth steel, with a single sheet long enough to make a complete ring. These sheets were punched, bent to circle and nested for shipment in nests of three full sheets to a nest, riveted to form a ring after hauling to the site and then transported one ring at a time to the point of use. All was painted inside and out two coats or four coats in all, with water gas tar, obtained from the Los Angeles Gas Works. The steel specification called for 60,000 lbs. ultimate tensile strength, for standing without fracture a cold bend to 180° dat. Rivet steel ultimate tensile strength 50,000 lbs. per square inch. Cost of Steel Delivered Considering the elements of costs of steel pipe in detail, the matter 230 COST DATA FROM LOS ANGELES STEEL SIPHONS of first importance is the cost of the steel, perforated for riveting, de- livered on cars or boat near the site of the work. In arriving at the cost of the steel delivered it is necessary to con- sider the superior access to the San Joaquin Valley line, the ground "level as the floor of a house," the four lines of railroad which cross this part of the aqueduct line, the possibility of water competition via the San Joaquin River, and the fact that the Panama Canal will be opened before this steel will be needed and that there will then surely be a reduction in the present freight rate, which is about three-fourths of a cent per pound overland by railroad. Considering the recent rate for large quantities of $10 per ton or one-half cent per pound by sea and rail, via the Isthmus of Tehuantepec, a freight cost from the Eastern seaboard to San Francisco Bay of 40 cents per 100 pounds is probable for freight contracts aggregating for the single line of the San Joaquin and Bay Head crossings 1 I 5,000 tons, or $920,000. Response of steel manufacturers to recent inquiry shows that plates of the large size and thickness required for the pipe across the San Joaquin Valley could be placed now at 1 .35 cents per pound for plates at Pittsburgh; adding 40 cents per 100 pounds for ocean freight gives 1.75 cents per pound. A price of $2.00 per 100 pounds would leave 0.25 cents for perforating 3.70 rivet holes per 100 pounds of shell and cover plates (of which only 1.33 holes per 100 pounds would be reamed), and for freight from rolling mill to the seaboard. (The holes for the longitudinal seam in the shell plates would be punched small and reamed out to size, the holes for the round-about seam simply punched.) As one practical guide we have the following recent cost figures from the Los Angeles pipes giving cost of steel per 100 pounds, bent, punched and delivered on cars near the work. Name. Cost of steel Location. per 100 lbs. Nine Mile Canyon. $3 03 Nearly 60 miles northerly from Moj ave. No Name Canyon. 2.83 on new line of S. P R. R., high local freight rates. with Deadman Canyon . 2.45 About 30 miles northerly from Angeles. Los Soledad Canyon... 2.46 About 30 miles northerly from Angeles. Los Quigley Canyon... 2.50 About 30 miles northerly from Angeles. Los Placerita Canyon. . 2.50 About 30 miles northerly from Angeles. Los The figure adopted m this estimate for the cost of steel, with rivet holes punched and drilled, delivered at a field shop on the aqueduct Hne, per 100 pounds is $2.00. Wagon Haul, Loading and Unloading We have the following data from the Los Angeles work, the first two examples being for a haul from the edge of the Mojave Desert into the foothills, and the later examples being in the rough and hiUy country near Newhall, about thirty-five miles northwesterly from Los Angeles. g T3 iT 1 £ ^ a. 1 Cost o load- •*• V Hi C O mg, wagon haul and Name of CO "^ 1^ J= unloa '^'"S- ' Remarks. Canyon. B.S % "- DO ^ — _- — — ■ §-0 o o <°-2 4, -^ I.I 5'" 1) _ Total 1 feet. Per foot. Per 100 lbs. Nine Mile . 3 9.5 360 1,415 $ .95 $ .26 "") A desert road f"and a hard No Name . 3 9.25 475 2,016 1.05 .19 J climb. 1 Deadman .. 3 11. 622 3,352 .64 .10 i^ In the foot- Soledad . . lO&lI 558 8.040 .49 .09 ! hills nearer sea level Quigley . . . 3 n. 383 611 .32 .06 nearer Los Angeles. Placerita . . 2 11. 400 1,572 .34 .08 J Comparing the above with conditions in the San Joaquin Valley, the country is here far more smooth and much better for hauling. The fact that the plates are for a pipe of less diameter than those in the abo', e table, altho of double the thickness, will tend to lessen the cost of handling and hauling per pound, for there will only be about half as many pieces to be handled. Upon studying the map as to distances from the four lines of railroad which cross the Hetch Hetchy pipe line and the general character of the country it appears that the average length of haul from railroad will be between three and four miles and, in general, very heavy loads can be hauled. Forage for teams will be cheap and all conditions favorable for low costs. Therefore it appears safe to adopt 10 cents per 100 pounds, which IS above the average of the Los Angeles figures for the Saugus Division. For a majority of our pipe across the San Joaquin Valley, which with a single triple-nveted joint and its heavy cover plates will average weighing about 860 pounds per lineal foot, this amounts to 86c per lineal fool of pipe, or to $4,540 per mile. One needs to go over this San Joaquin Ime to fully appreciate how favorable it is for hauling and placing. The loading at the field shop on to the wagon would be done by a locomotive crane and the unloading performed by the same crane which places the sections of pipe in the trench. The long continuous lines of the San Joaquin and Bay Head crossings permit labor-saving appliances that would be out of place in the canyons or in placing the steel pipes of a water power plant. (In the latest practice on the Los Angeles work, where the road was smooth each length of pipe was itself temporarily converted into a sort of giant wheel or road roller, by inserting a temporary axle, held within crude temporary spokes. bolted into the ends of the pipe and then by means of a mule team hitched to a chain attached to the two ends of this axle, the whole was rapidly trundled along.) The hauling of the San Joaquin and Bay Head pipes would be mostly done along a new and nearly level road to be built on the right of way for the pipe hne, the cost of which road is figured separately. In order to lessen the haul, probably two cheap field shops for bending, riveting and calking would be built simultaneously at different railroad crossings and these shops would be moved once or twice as the work progressed. The only heavy special tools in these shops would be a set of bending rolls, a riveting machine and a locomotive crane, and these would be combined with the ordinary repair shop outfit for mending tools. Iti'cont quotations on similar tools for sbipj'.ird work were: BeiHiiiii,' rolls, eiectnc driven, 15 in. diam. x 12 ft. long, for ■;'i-iii. platfs, including jib crane $o,000 creeti.'d. liivrlin;:; macbino, byilraulic, l.'-J ft. -ap, iuclmlinj,' piping ."),500 " EIrctric gantry to liandlo sections during rivetiny .",(HHI " Pump and accumulator for l.oOij Ui>.. per sq. io 4,000 To wbicb sbouUl be added about $IG.UO per ton for rail freiglil to California. So it is soen oni' or two field shops are oot formidablr affairs on stiMd pipe worlf aggregatiii;;- nearly forty-tivc miles aud c'stiug about for tiu' San Joaquin crossing almn- alHMil $d,2S2,0OO Placing "We have the following data from Los Angeles: Name of ^ Canyon. Nine Mile 9.5 No Name Deadman Soledad . , 9.25 11. I0&11 CJ^ 51.43 2.27 2.94 2.91 360 475 622 558 o M- o o ^ 6^ .40 .41 .44 .43 Used cableway 1 ,435 feel long, 1 78 feet drop. Placing the sections of pipe already bent and riveted along the level floor of the San Joaquin Valley is a far simpler matter than placing sheets and single rings of pipe on the steep sides and deep bottoms of the above canyons; nor will it require any such expensive equipment as 231 APPENDIX 8— COST DATA FOR LARGE STEEL PIPE the cable way used in the examples above given. Some simple device can be used, like a strong locomotive crane on a broad wagon wheel base, which will travel on the level valley floor along with the work and swing the pieces accurately into place. The fact that the Hetch Hetchy pipe is twice as thick and that its weight per lineal foot averages about 50 per cent greater than for the pipes in the above table should also tend to lessen the cost per pound. Considering the exceptionally favorable surroundings it appears thai a fair figure for handling and placing the sheets or rings and for inserting the end joints all ready for the final riveting in the field will be as follows: Inquiry shows that plates up to more than ten feet in width and up to fully 24.4 feet in length, ^4 inch thick, required for forming the rings of this pipe across the San Joaquin Valley can be obtained from se\eral of the large modern plate mills. These plates would be perforated for riveting at the rolling mill, oiled thoroly, shipped flat to the field shops on the line of the aqueduct, where bending rolls and a hydraulic riveting machine would be set up (or they could be bent and shipped nested as for the Los Angeles work) . The completed ring, with longitudinal seam all riveted would be hauled by wagon (or trundled as on the later Los Angeles work) to its place or possibly two or three rings would be joined and riveted at the shop into a section, if hauled on a wagon, ready to be placed as one piece, thus lessening the field nvels and hastening progress. This would materially lessen the cost of placing. This cost of placing per ICO lbs. $0.15. Each ring if 10 feet long with single seam will weigh 8,600 pounds, or about 4.3 tons, and the allowance, exclusive of wagon haul for taking this single ring off the wagon and placing it in the trench, slipping its end over or into the preceding ring, is thus $12.90; or if two rings are joined ihs cost allowed per 20-foot section, weighing 8.6 tons is $25.80. This figure is liberal enough to also cover setting the rings as already described, into a shape that would compensate for tendency to distort when horizontal and empty (which work would probably be done at the shop), and will also cover inserting the stulls or braces, the precise adjustment of position m the trench and the forcing the ends together by means of hydraulic jacks, and the field riveting. Riveting In the case of the Los Angeles pipe siphons we ha\e the following data: be estimated at $1.29 per lineal foot, Name of Canyon. Nine Mile No Name Deadman Scledad < 9.5 I j 9.25 11- I y» lO&lll — :=s z H' i.036 t 1,415 .07 i 2,016 .07 ] 3,352 .078 I 8,040 U Av. wei pipe pe foot, po Cost of per 100 pipe. $1.46 360 $ .41 40 2.36 475 .41 35 2.10 622 .28 30 2.22 558 .29 29 The parallel between the Los Angeles siphons and the San Joaquin Valley pipe in this matter of riveting is not very close, because of the much greater pressure which the Hetch Hetchy pipe has to stand, and its greater thickness. Moreover, the great length of this pipe and the opportunity to effect economies by means of experimental study makes it premature to now attempt to specify the precise details of the joint that will give the maximum economy when corrosion of plate during the next half century is also considered. It is possible that in-.tead of a riveted joint, some modified form of lock-bar will be actually used. The absence of vibration and the slow change in stress makes the friction of the joint an element worthy of consideration, and because of the great pressure and the rigidity of the plates, it will be best to avoid field riveting on the longitudinal s^ams and to rivet by hydraulic pressure in a field shop as already suggested. When the time comes to build the pipe it will be true economy to test to destruction by internal water pressure the joints in some full-size sections of pipe, say, twenty or thirty feet in length, made up in several ways, for the plates will not be wasted as the joints can be patched and the pipe can be used afterward at places where the pressure is lighter. For present purposes, for this steel pipe 7 feet 9 inches inside diameter and about % inch thick, assume that the longitudinal seam will be made with the expensive triple-ri\eted butt point with two cover plates, the same form of joint that is now being used by the New York Board of Water Supply on its largest steel pipe siphons, with rivet holes about l|/4 inches in diameter, spaced about 5 inches and with an inner cover 13 inches wide and outer cover 20.5 inches wide. This form of triple- riveting gives about 88','.' theoretic efficiency, weakens from rust much less rapidly than the shell and has about 12 rivets per foot of longitudinal seam. On the round-about seam, no rivets at all are strictly necessary, save possibly for preventing cracks in the cement lining at the jomt in case of slight slip under the temperature stresses, and an apparatus could be worked out by which the sections tightly fitted would be pulled together under great pressure, forming a friction joint similar to that now used on the pipes of from three to four feet in diameter by the Spring Valley Water Company; but for present purposes assume that rivets of the same size are spaced in a single row about six inches apart, which will call for about 50 rivets around the seam, and if the pipe sheets are eight feet in width, this round seam will add six rivets per lineal foot of pipe, making in all 18 1 J/4- inch rivets per lineal foot or with sheets ten feet wide, there would be 17 rivets in all per foot. In view of the size of these rivets and the advantages of hydraulic riveting in strength and tightness, it is proposed to provide one or two field shops at the points where the railroads cross the aqueduct line and to provide in each the required heavy apparatus for bending the flat plates into rings and for hydraulic riveting, and for making up the pipe in sections. The shop would be mo\ ed from one railroad crossing to another m order to lessen the wagon haul. The cost of this bending and riveting, including all plant charges and shop maintenance is assumed at $2.00 per lineal foot of pipe or $20.00 for a ring of pipe ten feet long. This is equivalent per 1 00 pounds to $0,232, or about 1 2 cents for each I l/4-inch rivet, which appears very liberal in view of the Los Angeles costs and the superior facilities found on the San Joaquin line. Calking In the Los Angeles case the costs of calking were as follows: Nine Mile Canyon $0.22 per lineal foot; $0.06 per 100 pounds. No Name Canyon 25 " " " .03 Soledad Canyon 38 " " " .05 Considering that in the present case it is planned to coat the pipes inside with cement, calking is a matter of minor importance. The thin sheet iron cement-lined pipe which was much used many years ago was not very much thicker than stove pipe, had slip joints at the ends and had longitudinal seams which depended wholly upon the lining of cement mortar for tightness, and altho their cement coating was less than half as thick as that proposed for this pipe, these old pipes commonly proved tight until the defects of workmanship resulting from failure to completely cover the metal with cement permitted holes to rust thru the thin pipe. Calking IS so cheap, the pressure so great and the tightness of this aqueduct of such importance that as a matter of insurance and of extra precaution it will be well to calk everything most thoroly, first inside and outside at the shop and again in place after the riveting of the field joint. The length of seam per Imeal foot will be less than for the Los Angeles pipes and the facilities for using pneumatic calking tools much better, since most of the work will be done in the field shop, therefore add for calking 35c per lineal foot of pipe, equivalent to $2.80 for an eight-foot length, or $3.50 for a ring 10 feet long. This converted to the pound basis, upon the average weight of 860 pounds per lineal foot with one longitudinal seam, gives for cost of calking per 100 pounds. .$0.04. Painting, or Removing Scale and Rust In the case of the Los Angeles siphons the costs of painting in the field were as follows. This painting was the sole reliance against cor- rosion and decreased carrying capacity in the distant future, due rust- 232 DETAILS OF COST PER LINEAL FOOT ing and tuberculation, for the Los Angeles pipes altho of steel had no cement lining: 1 Per j Per Square Per 100 lbs. I Lineal 1 Foot-of Plate of Foot. [ (Outside Only) Pipe. Name of Canyon Internal Diameter Feet. *Since the above covered inside and outside two coats each, the cost per square foot of surface painted two coats was 1 .3c. The paint used was water gas tar from the Los Angeles gas works. The San Joaquin Valley pipe presents only about three-fourths as much surface because of its smaller circumference; moreover, because of being twice as thick, its surface per 100 pounds of metal is less than half, wherefore its cost of painting per lineal foot should average only three-fourths of the above, and its cost of painting per 100 pounds should be less than half that in the table above, if it depended solely on paint for protection against rust. But in the case of the San Joaquin pipe, lining it with Portland cement mortar 1 J/2 inches thick inside the small rmg and 2^/4 inches thick inside the large ring, and covering with concrete whatever pipe is bedded on wet ground, all serves the same purpose as painting and therefore should lessen the cost of painting. Since before applying the cement it may become desirable to remove mill scale by pickling in weak acid or by sand blast, and since the outside of all pjpe not on marshy ground will require the best of painting, or say with a first coat of red lead and linseed oil and a second coat of thick asphalt paint over this, a figure will be adopted about double the average Los Angeles cost per square foot to cover all painting and any pickling. The external surface of the pipe crossing the San Joaquin Valley is 24.5 square feet. This at 25 c per square foot of plate, which was much the highest of the above figures, gives 62c per lineal fool for the inside and outside. For the average condition on the pipe across the San Joaquin Valley, call it 69 cents. This gives for 860 pounds per foot, a cost per 100 pounds of $0.08. The ordinary cost of painting structural steel work is about 10 cents per 100 pounds, but on these broad smooth continuous surfaces the cost of labor should surely be less and the cost of the paint proposed — gas tar — will be less. Construction Plant and Temporary Supports In some cases of the Los Angeles pipe siphons timber supports were required at the bottom, and in other cases the pipe was supported across the floor of the valley upon deep and strong piers of concrete mansonry, which will have no counterpart in the present case, save perhaps for a short distance near the San Joaquin River. The costs of equipment for the work of building these siphon pipes across the canyons in the Los Angeles acqueduct is of interest, although obviously these relatively short lengths of canyon crossings and the problem of placing the pipe on the steep slope of the canyon and for crossing the stream bed in the bottom of each canyon, all call for much more extensive equipment than will be necessary for assembling, riveting and placing the proposed continuous pipe across the level floor of the San Joaquin Valley. The Los Angeles costs were as follows, after allowing 25 per cent salvage on the equipment: Nine Mile $2.05 per lineal foot; $0.58 per 100 pounds. No Name 2.38 .50 Dead Man 83 .14 Soledad 1.16 .21 In the case of the San Joaquin crossing the total length is about forty- five miles of continuous pipe under the most favorable conditions imag- inable, and the same equipment will be used over and over again, for mile after mile. An allowance for use and depreciation of plant, includ- ing the two field shops, all cranes, special wagons, etc., of $1.00 per lineal foot, appears very ample, and will amount to $232,000 for the entire 44 miles of the San Joaquin pipe. The same plant could be used for the Bay Head pipe. This $1.00 per foot for the general weight of 860 pounds per lineal foot of the San Joaquin crossing is equivalent to 1 1 .6c per 100 pounds, or, say, $0.12. Local Engineering Cost Engineering, which in the Los Angeles cost sheets presumably means local surveying and the supervision of the Resident Engineer during the difficult placmg of the pipe, cost on the first four canyons for the Los Angeles work for the above pipe siphons, respectively, 17c, 18c, 8c and 1 5c per lineal foot, but obviously this cost would amount to much more on a steep canyon crossing than for the long, straight level valley crossing. For the San Joaquin crossing $1,000 per mile, or 19 cents per lineal foot, is adopted, principally to cover a critical inspection service, equivalent per 100 pounds to $0.02. Totals for Steel Work The following is a summary of the preceding figures and presents the total cost of steel pipe erected complete in place, exclusive of exca- vation, backfilling and lining and covering with Portland cement concrete, exclusive also of cradle, and not including special structures at the swamp lands near the river or where crossing the irrigation canals. SUMMARY, STEEL PIPE COST. FOR STEEL ONLY. For pipe % inch thick, 7 feet 9 inches inside I Cost diameter, under the very favorable conditions of the ! per lineal San Joaquin Valley. foot. Steel (via Panama Canal), perforated and deliv- ered on cars near aqueduct, the sheets being large enough to make the rings with only one longi- tudinal seam, 860 pounds per foot Hauling by wagon, including loading Placing Riveting (hydraulic on longitudinal seams) Calking Painting and surface cleaning, inside and out Equipment, net, after salvage Engineering (surveying and local supervision only) . For steel work only, pipe 7 feet 6 inches net diam- eter, ^ inch thick, across San Joaquin Valley; total cost if made with one longitudinal seam and triple riveting Cost per 100 pounds. $23.58 $17.20 $2.00 .86 .10 1.29 .15 2.00 .23 .35 .04 .69 .08 1.00 .12 .19 .02 $2.74 Note that the above figure is the minimum or base cost, under excep- tionally favorable conditions, and does noi include contractor's profit, over- head costs for management, etc., nor does it a/ioiv for inefficient manage- ment or bad labor conditions. Total Costs The best price for steel pipes erected on the Los Angeles works was obtained on the long siphons of the Soledad and Dead Man Canyons and averaged net for the above items, per 100 pounds of steel pipe com- plete, $3.55, but that work was done in a much rougher country, with steel costing 55 cents per 100 pounds more than is assumed above. There has never yet been a large steel pipe laid under conditions so favorable for low construction cost as those on this San Joaqum Valley crossing. The question of profit to the contractor was not included in the Lot Angeles case because that work was done without contracts, by day labor under the aqueduct engineers, and the matter of local labor conditions, which may add seriously to the San Francisco cost, will be discussed later. Excavation and Backfill Conditions across the San Joaquin Valley are exceptionally favorable, the ground is level without ledge or boulders and is chiefly old wheat fields. It can be worked by plows and scrapers and presents simple and ideal conditions for a light steam shovel or electric shovel, such as was used on much of the Los Angeles aqueduct. 233 APPENDIX 8— COST DATA FOR LARGE STEEL PIPE The estimate assumes that the bottom of ihe steel is lo rest six feet deep below the natural surface; that the excavation will be roughed out nearly to the finished size by scrapers or by the shovel and trimmed care- fully by hand to the final shape. The cost of excavation by a power shovel would be less than common, because there is no delay of waiting for cars to be "spotted" into position, and the ground is all mellow. It it simply dip, lift, swing and drop on the side opposite that on which the pipe is delivered, ready to be scraped back for the bav.kfill, and all with ground so level that there is no important variation from the ideal section. One must go over the line or at least visit this valley to appreciate the ideal condition for cheap and rapid pipe laying for nine-tenths of the line. For the relatively short portions in wet ground where pipe is to be bedded in concrete to prevent rust, the concrete for cradles will be poured into ditches, cut about two feet square, the lop added and moulded to fit the shape of the pipe by means of a movable form, and after these con- crete cradles have hardened, their top surfaces will serve as a guide for trimming the eighteen feet of ditch between the cradles very accurately to the semi-cylindrical form, so as to leave precisely four inches between the steel shell and the earth. After the pipe has been placed, this space will be filled with concrete, poured in a soft condition thru a pipe having its outlet at the bottom of the trench midway between the cradles, made for inserting the field rivets in the bottom of the shell. Pouring it thus will tend lo avoid mixing dirt and air bubbles with the concrete. This cross ditch midway between the cradles will also serve both for pumping and as the channel for pouring the concrete. Some extra precaution or preparation of the earth surface for receiv- ing the concrete may be needed where ground is temporarily so dry as to absorb water from the fresh concrete, or wherever quicksand or flowing mud is encountered, but an inspection of the ground shows that even close to the San Joaquin the length of wet or soft ground is relatively very small and that a good foundation exists for the pipe. The short length of steel pipe crossing the San Joaquin River will be somewhat thicker and laid in a dredged channel, subsequently refilled, mainly with concrete, and the extra cost of this section is covered by a special estimate. Exposed Pipe on Concrete Piers Perhaps it may prove best to construct a relatively short portion of the pipe which crosses the marsh and the river bottoms, on lop of concrete piers and leave the pipe uncovered, as has been done on a considerable portion of the Los Angeles steel pipes, where they cross the level floors of the valleys. The pipe itself, of this thickness, forms a safe tubular bridge, and its life would be prolonged indefinitely if occasionally repainted. There can be no question that this method of support would have various advantages for the Bay Head pipe where it crosses the salt marsh and where piers could be cheaply built by depositing concrete within tubular shells sunk to hard stratum of clay. Computing the girder strength of this 7 ft. 9 inch pipe vi inch thick filled with water shows that by double ri vetting the round seam with 1 ^4 -inch rivets 6 inches on centers each line and rivel-shear stress of 10,000 lbs. per square inch. This as continuous tubular girder could span 100 feet. Practically a shorter span would be given — ^perhaps 80 feet in the clear. Some exan::ples of the cost of piers for pipe supports on the Los An- geles pipes are of interest. Location — Name of Canyon. Per Pier- Nine Mile Deadman Soledad Quigley Placenta Per Cubic Yard- Nine Mile Deadman . . . . , Soledad Quigley Placerila , Excava- tion. Concrete. $76.02 Forms. Total Coit. $25.06 $31.47 $132.55 7.43 81.15 38.34 126.92 Till 70.77 20.91 119.45 4.22 71.20 13.07 88.49 6.86 41.14 9.53 57.53 7.76 3.21 » 10.97 .60 4.16 1.97 6.13 — 3.18 1.03 ■^4.21 .47 3.39 .62 4.01 .47 2.14 .50 2.64 ' Excluding excavation. Cost of Excavation and Backfill The quantity to be excavated to the theoretic line with bottom of the 7.75 foot steel shell placed 6.0 feet beneath the surface, is nearly 1.5 cubic yards per lineal fool. Cost of excavation, mainly by steam shovel or scrapers, no rocks, easy soil, at 30 cents per lineal foot $0.45 For backfill, 1 V2 cubic yards, 75 per cent rehandled, at 20 cents for whole 30 For trimming cut and backfill accurately by hand 15 For pipe in dry ground, total $0.90 Or, in round figures, say, $1.00 per lineal foot. The Los Angeles work gave the following costs in excavation per lineal foot of siphon pipe, for larger pipe in much rougher ground of the canyon sides, by hand. No Name Canyon, 9.25 foot diameter, excavation only, excluding backfill, per lineal foot $1 -23 Dead Man Canyon, 1 1 foot diameter, excavation only, excluding backfill, per lineal foot ' .02 Soledad Canyon, 10 and 1 I foot diameter, excavation only, exclud- ing backfill, per lineal foot I '06 Placerita Canyon, 1 1 foot diameter, excavation only, excluding back- fill, per lineal foot 1-96 The Los Angeles data do not dispute the sufficiency of the above fig- ures of $1 .00 per foot when the difference in conditions is considered. For wet ground, or where concrete cradles are used, and the pipe bedded in four inches of concrete, the excavation adds for cradles only 0.10 cubic yards per lineal foot. The trimming of earth more precisely to cylinder adds, say, 10 cents per lineal foot, and cost of excavation in the more difficult wet material may be assumed at 70 cents per cubic yard, making cost of excavation and backfill in normal wet ground, in- cluding outbreak and Irregularities, at, say, 2 cubic yards per lineal foot, $1 .50, with extra for pumping in very wet ground, and extras for sheet piling and timber supports, extra concrete, etc., as required. Concrete Covering and Mortar Lining The method of applying the inside lining will probably be by grout- ing poured from the outside under a small head thru 2y2-inch holes left in the shell and subsequently screw-plugged, against movable forms (as in New York), but with the addition of wire reinforcement to lessen any tendency to cracks. The cost of the rich 1 to 2 mortar that will be used for this llnmg. Including mixing and pouring, is estimated at $9.00 per cubic yard. This allowmg per cubic yard of mortar: 3.1 barrels of cement at $2.00, equals $6.20 0.87 cubic yard of sand at 50 cents, equals 44 Mixing, hauling, pouring water and plant, equals... 2.36 Total $9.00 The quantity per lineal foot is, including the extra thickness for the large ring, .147 cubic yards. 0.147 cubic yards at $9.00, equals $1 .32 Add for setting up and taking down the collapsible forms, per lineal foot 30 For wire reinforcement, per lineal foot 20 Total per lineal foot $1 .82 (For confirmation, note that in Contract No. 68, New York Board of Water Supply, under certain adverse conditions, the contract price per lineal foot for a lining 33 per cent thicker on a pipe of 23 per cent greater circumference is $3.00 per lineal foot. The quantity of mortar per lineal foot for the San Francisco pipe is only about half as great and the forms may be much lighter and easier to handle.) 234 LARGE STEEL PIPE, DETAILS OF UNIT COST Total Cost Including Excavation, Back Fill and Cement Lining Adding the above to the total cost of the steel pipe previously com- puted, we have for ordinary conditions and thickest pipe 0i inch by 7.5 feet net diameter inside the lining) total cost per lineal foot, including mortar lining, excavation and backfill, $23.58 plus $1.00 plus $1.82 equals $26.40 per lineal foot, v^hich equals $139,400 per mile, exclusive of contractor'^ profit, overhead charges and whatever loss of efficiency may result from lack of good, practical supervision or local conditions. For the portion of the steel bedded in concrete in wet ground, the additional cost of the concrete is estimated as follows: For 2 foot X 2 foot cradles, built of ordinary 1, 3, 6 concrete, each containing 2.3 cubic yards, or per lineal foot if 20 feet apart on centers, 0.12 cubic yards, at $8.00, including forms, $0.96, or including 38 feet of ^-inch reinforcing rods in each cradle, per lineal foot $1 .00 The pipe bed, poured, of richer concrete, .16 cubic yard at $9.00. . 1 .44 Cover of rich concrete, averaging 3 inches thick outside of steel shell, .09 cubic yard at $9.00 81 Wire reinforcement for top half, 12 square feet 05 Total cost of bedding and covering exterior of pipe with con- crete in addition to the mortar lining $3.30 The additional cost of excavation in wet ground has been previ- ously computed to be 50 Total additional cost per foot of conduit in wet ground over its cost in dry ground equals $3 . 80 exclusivve of contractor's profit, overhead management charges, etc. This does not include pumping in very wet ground nor extras for sheet piling, timber supports or extra concrete. Variation of Cost of San Joaquin Aqueduct, With Thickness of Its Steel Shell For estimating the cost of pipe at sides of the valley where the head is lower and the steel shell thinner. The estimate already made of the cost of the pipe %-inch thick, weighing 860 pounds per foot, is used as the basis for the cost of pipes %-inch, '/2-inch, and '/4-inch thick, with other thicknesses found by interpolation. The finished weight of steel pipe per foot for these thick- nesses is computed as follows: %-inch, 860 pounds, butt joint, triple-riveting; J/2-inch, 573 pounds, butt joint, triple-riveting; '/4-inch, 278 pounds, lap joint, double-riveting. SUMMARY OF COST OF SAN JOAQUIN PIPE, -WITH DIFFERENT THICKNESSES OF STEEL SHELL. Net inside diameter = 7 feet 6 inches. Thickness of steel shell Approximate weight of fin- ished steel pipe, pounds per foot Maximum allowable head in feet on 7 ft. 9 in. diam- eter steel pipe to produce 1 5,000 lbs. per square inch net stress on joint of 88 per cent efficiency (75 per cent efficiency has been used for the |/^-inch pipe, which will have a lap joint instead of a butt joint.) Corrosion not considered. Steel, punched and delivered. Wagon haul and handling. . . Placing Riveting Calking, cleaning and painting Net equipment after salvage . Surveying and local supervi- sion Excavation and backfill Concrete lining Total cost of aqueduct in dry ground % inch, previously estimated. 860 492 Per 100 lbs. Per steel. foot. $2.00 $17.20 .86 1.29 2.00 1.04 1.00 .19 1.00 1.82 .10 .15 .23 .12 .12 .02 $12.68 To the above musl be added an allowance for contraclor's profit, for contingencies, for the general overhead charges for engineering, business management, sanitation, etc., and also whatever allowance ma]) be deemed proper for difference in efficiency and output of workmen under conditions prevailing in San Francisco, compared with those in Los Angeles. 235 APPENDIX -COST DATA FOR LARGE STEEL PIPE Estimate of Cost of Steel Conduit for "Bay Head Crossing" This Bay Head pipe is lo carry water by gravity flow a distance of about nineteen miles, between the Mission Tunnel and the San Mateo Tunnel, and the maximum pressure upon it will be that due to delivering water from a full reservoir (El. 450) at San Antonio across the Bay into the Crystal Springs Reservoir at its future increased level of El. 325. The ordinary working pressure will be less. The maximum head thus imposed on the pipe at sea level will be about 375 feet. The head on sixteen miles of this pipe will average about 360 feet. The following estimate is based jnainly upon that already deduced for the pipe across the San Joaquin Valley. The Bay Head pipe will be less than half the length of the San Joaquin Valley pipe, of 1.0 foot smaller diameter, and the maximum head upon it will be about 115 feet less. Both the San Joaquin and the Bay Head pipes are designed for a maximum stress upon the metal of 1 5,000 pounds per square inch, which is about one-half the elastic limit and one-quarter the required ultimate strength of the basic open-hearth "flange steel" proposed; all these require- ments being the same as used on the recent large steel siphons for the New York Board of Water Supply. For the same strength, a double-riveted lap joint of 75% efficiency would call for .087 inch thicker plate, and the finished pipe would weigh 70 pounds per foot more, than for a pipe with triple-riveted bult joint of 8870 efficiency. The finished pipe of |/2-inch plate and with triple -rive ted butt joint will weigh 490 pounds per foot, which is the weight used m the following estimate. Cost of the steel, with rivet holes punched and drilled, and delivered near the site of the work will be substantially the same as for the San Joaquin Valley pipe, $2.00 per 100 pounds. Wagon Haul, Loading and Unloading A figure of 10 cents per 100 pounds, or 86 cents per foot, was adopted for the San Joaquin V^alley pipe, weighing 860 pounds per lineal foot. The Bay Head pipe will weigh 370 pounds less per foot and should cost slightly more per pound to handle, since there will be more pieces in a given weight. The wagon hauls from the Bay shore, though not as level, would be about as short as in the San Joaquin Valley, averaging four miles from Cooley's landing on the west shore and five miles from Plummer landing on the east shore. Existing roads can be used to a great extent. The Los Angeles hauls in the foothills cost about 9 cents per 100 pounds for pipe about as heavy per foot as the Bay Head pipe, but of ten or eleven feet diameter, instead of seven feet, and hence more difficult to handle. Twelve cents per 100 pounds is adopted for wagon haul of all but the submerged portion. For the majority of the Bay Head pipe, weighing 490 pounds per foot, the corresponding cost per foot is 59 cents. Placing Except over the salt marsh, natural conditions here are nearly as favorable as for the long, continuous level stretch of San Joaquin pipe, for which a figure of 15 cents per 100 pounds or $1.29 per foot, was adopted. The lighter weight of the Bay Head pipe would increase the cost per foot, but would tend to increase its cost per pound. It would be joined into three lO-foot lengths in the field shop, and a fill over the soft marsh some fifty feet or more in width would have been prepared by dredges, much as reclama- tion dikes are built, a year In advance, on which the hauhng and placing would be done for that portion. Estimate 20 cents per 100 pounds for placing, equivalent to 98 cents, or say, $1.00 per foot. Bending and Riveting The San Joaquin estimate was based on work mostly done in a field shop at 3 total cost. Including plant, power, maintenance and moving, of $2.00 per foot, equivalent to 12 cents per 1 '/4-inch rivet. A unit price of 9 cents per rivet applied to the seventeen ^-inch rivets per foot of the Bay Head pipe, including round-about seams, equals about $1.50 per foot, or about 31 cents per 100 pounds. Calking, Removing Rust, and Painting, etc. Calking the San Joaquin Valley pipe was estimated at 4 cents per 100 pounds, or 35 cents per foot, and painting at 8 cents per 100 pounds, or 69 cents per foot, making a total of 12 cents per 100 pounds, or $1.04 per foot. For the somewhat smaller Bay Head pipe, use 90 cents per foot, or 18 cents per 100 pounds for calking, cleaning and painting. Construction Plant and Temporary Supports The same plant can be used for the Bay Head as for the San Joaquin pipe. Allow $1.00 per foot for use and depreciation. Local Engineering Costs Use the San Joaquin figure, 19 cents per foot. Summary of Cost of Bay Head Steel Pipe, for Steel Only (Exclusive of submerged portion). Erected complete In place, exclusive of excavation, backfilling, concrete lining, concrete bed, special structures, etc. For pipe '/2 inch thick, 6 feet 9 inches inside diam- eter, weighing 490 pounds per foot, having only ^ 1 ■. J' 1 lineal foot one longitudinal seam. Steel (via Panama Canal), punched, shaped and delivered near aqueduct Hauling by wagon, including loading and unloading Placing Riveting Calking, cleaning inside and out, and painting Equipment, net, after salvage Engineering (surveying and local supervision) For steel work only, at "Bay Head Crossing" The corresponding totals for the San Joaquin steel pipe, weighing 860 pounds per foot, are $9.80 .59 1.00 1.50 .90 1.00 .19 $14.98 23.58 Cost per 100 pounds. $2.00 .12 .20 .31 .18 .20 .04 $3.05 2.74 Note that the above estimate gives the minimum or base cost, under exceptionally^ favorable conditions, and does not include contractors' profit, overhead costs of management, etc., nor does it alloiv for inefficient man- agement or bad labor conditions. Excavation and Backfill In the case of the San Joaquin Valley pipe, the estimated average yardage in dry ground was 1 Yz cubic yards per foot, excavation and backfill to cost $1.00 per foot. Under similar conditions the Bay Head pipe would require about 1 .20 cubic yards per foot of very easy digging. Use 80 cents per foot in dry ground and $1.25 per foot in wet ground. For the four or five miles over tidal salt-marsh land, as already suggested, it IS proposed to lay a foundation for durability and convenient access by first filling a strip 50 to 100 feet wide up to a height of five feet above mean high water, on top of which the pipe will be placed, on a thin bed of concrete, and the whole pipe subsequently covered with earth. Mortar Lining Estimating the lining of the Bay Head pipe on the same basis used for the San Joaquin pipe, but allowing for the difference in circumference, the thickness of mortar and method of application being the same we have: Mortar lining, $1.32 x 6 f t. 9 in. dla.-^7 ft. 9 in. dia.= $1.15 per lin. foot. Forms 30 Reinforcement (steel wire netting), say 19 Total per lineal fool of pipe $1 .64 236 SUMMARY OF COST OF BAY HEAD STEEL PIPE Vi INCH THICK, LINED WITH CONCRETE. DETAILS OF UNIT COST— BAY HEAD PIPE Data For Smaller Distribution Mains Net inside diameter^6 feet 6 inches. In dry ground. In wet ground. Cost of steel pipe erected complete in place $14.98 .80 1.64 $14.98 1.25 1.64 2.95 Concrete lining Bedding and concrete covering (over marsh) Total, not including possible additional cost in extra wet ground for pumping, sheet piling, filling, etc. $17.42 $20.82 Equivalent cost per mile $92,000 $110,000 Variation of Cost of Bay Head Aqueduct, With Thickness of Its Steel Shell Starting with the cost just estimated for the pipe ]/£ inch thick, contain- ing 490 pounds of steel per foot, an estimate is made of the cost of pipes 1/2 inch, y^ inch and I/4 inch thick and other thicknesses found by inter- polation. SUMMARY OF COST OF BAY HEAD PIPE WITH DIF- FERENT THICKNESSES OF STEEL SHELL. Net inside diameter^6 feet 6 inches. Thickness of steel shell. J/2 inch, already estimated. % inch. Va inch. Approximate weight of fin- ished steel pipe, pounds per foot 490 Triple- riveted joint. 376 Per 100 lbs. Per steel. foot. $2.00 $9.80 .12 .59 .20 1 .00 .31 1.50 .18 .90 .20 1.00 .04 .19 .80 1.64 355 Double- riveted joint. 240 Per 100 lbs. Per steel, fool. $2.00 $7.10 .13 .46 .24 .85 .30 1 .05 .25 .90 .28 1 .00 .05 .19 .80 1.64 Do rivete 1 Per 100 lbs steel. $2.00 .15 .30 .35 .38 .42 .08 ,35 Maximum allowable head in feet to produce 15,000 lbs. per square inch net stress. Butt joint has 88 per cent efficiency, and lap joint 75 per cent able- i joint. 60 Steel, punched, drilled and . Per foot. $4.70 Wagon haul and handling . . . Placmg .35 .70 .82 Calking, cleaning and painting Net equipment after salvage. Surveying and local supervi- sion Excavation and backfill .90 1.00 .19 .80 1.64 Total cost of aqueduct in dry ground, per lineal foot. . . . $17.42 $13.99 $11.10 To the above must be added an allowance for contractor's JDrofit, for contingencies, for the general overhead charges for engineering, business management, sanitation, etc., and also whatever allowance ma]) be deemed proper for difference in efficiency and output of worl(men under conditions prevailing in San Francisco, compared with those in Los Angeles. Portland Pipes Cost Data On the recent 24-miIe line of Lock-bar pipe for Portland, Oregon, of which about 407o was 52 inches and 60'/f. 44 inches diameter, thickness varying from !4 to 7/16 inch; the contract included furnishing and laying the pipe, so no such itemized costs are available as for Los Angeles, nor are the sizes so great as required for the main Hetch Hetchy lines. They are comparable with pipes that might be used for delivery from the end of the tunnel to communities about the bay, except that these Portland pipes were generally in a much rougher and more Inaccessible country. Pre- sumably a roadway already existed along the pipe line, built when the previous pipe was laid. The contract prices on the Portland pipe were 52 inches diameter, 7/16 inch thi 52 " •• 3/g • 52 •• •• 5/16 • 52 " •• 14 • 44 ick, $13.00 per lineal foot, laid. 11.00 11.00 8.90 6.50 On our heavier pipes in an ideally level country, free of rocks, the cost would be relatively much less. The following notes by the Assistant Engineer, Mr. Morrow, are of special interest in illustrating the rapid work and low costs obtainable with modern appliances on a large continuous job, and tend to confirm the sufficiency of the estimates already adopted: Diameter Thickness I . I . 52 inches. 44 inches. | 52 inches. 5/l6inch.| J4inch. |5/16inch. I I 44 inches J/4 inch. I Laying — One crew of seven men, payroll $24.00, with pipe-laying machine (trav- eling derrick with gasoline engine) Amount laid per 9-hour day on country road; pipe handled in 30-foot lengths: Ordinary 270 feet. Maximum 330 Laying up laps — One crew of two men, payroll $5.00, averaged per day 7 sections. Riveting — One crew of three men, payroll $12.00, aver- aged per day, only the round seams, one each 30 feet.. Calking — One calker, pay- roll $5.40, averaged per day 1 5 seams Painting — One man, payroll | $3.00, averaged in length | of pipe per day | 100 feet Cost per ineal foot. — $ .0889 $ .0533 450 feet. 930 •• 1 5 sections. .0286 .0133 6 seams. .0800 .0669 6 seams. .0720 .0600 100 feet. .0300 .0300 Our San Joaquin pipe, 93 inches in diameter, being about double the above average diameter, presents only double the surface to be painted and double the length for each field seam to be riveted, with fewer but larger rivets. The power of the gas engine on the laying machine would take care of the large difference in weight at less cost per pound. 237 Area /8.G sq.Ft. We+ Perim. 3\A Ph Hyd-l^ad. 2.5 Ff-. nTorce wilh 5+eel ng to maximum al pressure CUT AND COVER BY- PASS FOf\ CRYS.SPRGS. RES. Unfimbered Sedion >Th Timbered Seciion , ^ Area Wet ^ — 6_/f} f^ ^s- . p cl. o o- » o 2 t» n C FOR 200 MILLION GALLON AQUE- DUCT, 10 FEET DIAMETER. 3 " a- < I ■>. <<■ ^ 2 {a f^ C/1 —- (A -r- D O re £ 3 3 2 .-f m re 0_ C3 ^ ■ 3 Oj w C C P 3 ^0^3 ° O "- ^^ i =•."3 3 „ ^ O" 3 I re > Q- w cr ' S-° 2^ c $4.00 6.50 6.60 1.70 2.50 .15 -$24.30 Untimbered Tunnel. Excavation, per cubic yard $8.00 Concrete, 1 :2J/2:5, per cubic yard. . 6.60 Cement, per barrel 1.70 Miscellaneous < 2.00 Add for long haul and deep shaft j hoisting on excavation, and con- crete, per lineal foot .10 Total for tunnel, per lineal foot . Length assumed as timbered . After giving proper weight to assumed length of timbered and untimbered sections, AVERAGE PRICE PER LINEAL FOOT $16.15 50% $20.25 $6.00 5.00 6.50 1.70 3.25 *$40.20 $6.50 6.50 1.70 3.00 $30.95 30% $33.75 $6.00 4.25 6.60 L75 3.50 1.50 Co n> ^ n i^ re Q-g $6.00 1.50 6.65 1.80 3.50 *$38.70 $5.25 6.60 1.75 3.20 l.IO $27.70 60% $34.30 §$26.00 100% $26.00 **6-foot tunnel, light section of concrete lining. §1 0-foot circular tunnel through sand, concrete lining 16 inches thick. *1 0-foot tunnel, light section of concrete lining. tl2.8-fool tunnel, medium section of concrete lining because under considerable head. '-*! 2.8-foot tunnel, light section of concrete lining. J2. 8-foot tunnel, heavy section of concrete lining, because under heavy outside pressures. •oa- ^'^ 055^ = 3 Q Sr *n5 re 3 O-g ^3 L.x^3 i 3 &-> ? S 3 g ^ re ,'J =■ O n 5: ^] 0) re O 3 Cl. 3-3 ^3 -H 1— tn 03 12.8 FEET § p- 05' 0' Si -• •n p- B =1 ^ "H n q c a. cu n 1 p D- »> Q- a> - 3 ft n 5^ rT^ r- ^ 0- $6.00 4.50 6.65 1.80 3.50 1.30 $6.00 4.25 6.60 1.80 3.50 .65 *$39.70 $5.00 6.65 1.80 3.20 .95 $26.65 70% $35,80 *$39.20 $5.00 6,60 1.80 3.00 $27,60 70% $34.45 $6.50 3.40 6.75 1.90 3.50 .80 y. ? s ^ 3 C D- 3 — 3 O re 3 T ." I re O n <5 3 ST $6.50 3.50 6.75 1.90 3.50 .40 t$46.80 $3.80 6.75 1.90 3.20 .50 $32.50 70% $42,50 '$43.95 $4.00 6.75 1.90 3.20 .30 $31.30 60% $38,90 246 TABULATION OF UNIT PRICES USED IN MAKING PRELIMINARY ESTIMATE OF COST OF TUNNELS ON HETCH HETCHY PROJECT— Continued. ITEMS. VALLE TUNNEL, 12.8 FEET DIAMETER. w » 3 » n 5 ri Timbered Tunnel. Timbering and dry packing, per lineal foot Excavation, per cubic yard Concrete, 1 :2'/2:5, per cubic yard. . Cement, per barrel Miscellaneous Add for long haul and deep shaft hoisting on excavation, and con- crete, per lineal foot Total for tunnel, per lineal foot . $6.50 3.50 7.20 2.20 3.50 1.70 =$46.00 Untimbered Tunnel. Excavation, per cubic yard Concrete, I :2J/2:5, per cubic yard. . Cement, per barrel Miscellaneous Add for long haul and deep shaft hoisting on excavation, and con- crete, per lineal foot $4.00 7.20 2.20 3.25 1.35 13 W^ o $8.50 2.50 7.20 2.20 5.00 2.50 $$52.50 OS p =^ 3 s " u a. Q- ~ 00 CD a '_' oi» ■5^ n sr s-. o B u 3 - ^"' r» $7.50 4.00 7.30 2.30 4.00 2.85 t$55.50 $4.50 7.30 2.30 3.70 2.40 o CuO- TESLA TUNNEL, 12.8 FEET DIAMETER. o 3 - -„ = 3 — S. $7.50 3.30 7.30 2.30 4.00 3.85 t$5l.70 $7.50 3.30 7.30 2.30 4.00 2.95 t$50.80 $4.20 7.30 2.30 3.70 3.00 $4.00 7.30 2.30 3.70 2.30 3 r; a 3 °° fro-2. 00 a, O o — |-» 3 ^^•^ 'B ft "O (ft D ' 3 n rt ■O <- £ zr^ a. $8.00 4.00 7.20 2.20 4.00 3.75 t$56.70 $4.50 7.20 2.20 3.70 2.90 a o. KT 9--" 3 3 r? $7.50 3.50 7.20 2.20 3.50 2.50 =$47.80 $4.00 7.20 2.20 3.25 2.00 $7.50 2.25 6.90 2.10 3.00 1.60 J$40.50 Total for tunnel, per lineal foot. $32.75 $39.50 $38.35 $36.50 $40.20 $33.40 Length assumed as timbered . After giving proper weight to assumed length of timbered and untimbered sections, AVERAGE PRICE PER LINEAL FOOT 60% $40.70 100% $52.50 80% $52.20 80% $49.05 80% $47.95 80% $53.40 60% $42.05 100% $40.50 *l 0-foot tunnel, light section of concrete lining. tl 2.8-foot tunnel, medium section of concrete lining because under considerable head. 012.8-foot tunnel, light section of concrete lining. J12.8-foot tunnel, heavy section of concrete lining, because under heavy outside pressures. 247 TABULATION OF UNIT PRICES USED IN MAKING PRELIMINARY ESTIMATE OF COST OF TUNNELS ON HETCH HETCHY PROJECT— Continued. DRY CREEK TUNNEL, 12.8 FEET DIAMETER. ITEMS. 3 S -3 ^■3 sr ro rn s g 3 ° o r ? a- cL o — o^ n ,^-¥ oQ cr..,. 00 ^ o o- » 5 o „ n> 2 0) a. 3 3 -I o - ^3 MOCCASIN PEAK TUNNEL, DIAMETER. 10 FEET « o 3 o n '^ Si 3.'0 — n 2" 3 ' CT- = E = £. "■< ff » S D. ° o „. 3 5 g o S- =■. 3 3- 3 ? c 5 O' 3- <3 O - en O 3 P r6 ■ 3 Q 3 » CA ■ ° ST ^- fB 3^ 3 » 3 o-~ f 3 CM 2 ° ■^ 3 T3 2 re 3- ■ B 3. 3 =■ " a> «'^ 3- 3 ■• 3 3 5 B O O — B 3 2 Timbered Tunnel. Timbering and dry packing, per lineal foot Excavation, per cubic yard Concrete, 1 :2'/2:5, per cubic yard. . Cement, per barrel Miscellaneous Add for long haul and deep shaft hoisting on excavation, and con- crete, per lineal foot Total for tunnel, per lineal foot . $8.00 4.80 7.40 2.40 3.60 L70 *$56.35 $8.00 3.60 7.40 2.40 3.60 1.60 t$51.45 $8.00 4.60 7.40 2.40 3.60 1.40 *$54.70 $6.50 4.90 7.90 2.75 3.70 .05 *$43.60 $6.50 4.75 7.90 2.75 3.70 1.40 *$43.25 $6.50 5.00 7.90 2.75 3.70 2.55 $6.50 3.90 7.90 2.75 3.70 .40 *$45.50 t$42.75 $6.25 5.00 7.70 2.60 3.70 1.85 *$44.30 Untimbered Tunnel. Excavation, per cubic yard Concrete, 1 :2'/2:5, per cubic yard. . Cement, per barrel Miscellaneous Add for long haul and deep shaft hoisting on excavation, and con- crete, per lineal foot $5.40 7.40 2.40 3.35 1.35 $4.00 7.40 2.40 3.35 .30 $5.20 7.40 2.40 3.35 1.10 $5.60 7.90 2.75 3.40 .80 $5.20 7.90 2.75 3.40 1.05 $5.60 7.90 2.75 3.40 1.90 $4.30 7.90 2.75 3.40 .30 $5.70 7.70 2.60 3.40 .40 Total for tunnel, per lineal foot . $40.85 $35.55 $39.50 $29.65 $28.45 $30.75 $28.00 $30.50 Length assumed as timbered . After giving proper vv^eight to assumed length of timbered and untimbered sections, AVERAGE PRICE PER LINEAL FOOT 10% $42.40 80% $48.30 10% $41.00 10% 60% 1 0% $31.05 1 $37.30 80% 10% $32.20 $39.80 I $31.90 *1 0-foot tunnel, light section of concrete lining. tI2. 8-foot tunnel, medium section of concrete lining because under considerable head. '^I 2.8-foot hannel, light section of concrete lining. J!2. 8-foot tunnel, heavy section of concrete lining, because under heavy outside pressures. 248 TABULATION OF UNIT PRICES USED IN MAKING PRELIMINARY ESTIMATE OE COST OF TUNNELS ON HETCH HETCHY PROJECT— Continued. GROVELAND TUNNEL, 10 FEET DIAMETER. ITEMS. Timbered Tunnel. Timbering and dry packing, per lineal foot Excavation, per cubic yard Concrete, 1 :2J/2:5, per cubic yard. . Cement, per barrel Miscellaneous Add for long haul and deep shaft hoisting on excavation, and con- crete, per lineal foot o 3 S ^ S - < ^ S V s- = S 2. 3 S--S " i. 2. 5"o " is - ° B a' ^ 3 3- D- O- pi '^ 3 « 2 bT $7.70 2.65 $6.25 3.90 7.80 2.70 3.70 $7.95 2.75 3.20 2.15 O 3 g^™ ^. cr n B) S n 1 (1 ST Q- P Q- < ^: u o E2 3 O 3 O $6.25 $4.80 $5.50 7.80 8.00 2.70 2.85 3.70 L85 1.35 .r Si 7-* _ O w S-. cr o a o M^ a- 2: n o m $6.25 3.00 8.10 2.90 3.70 .90 1 Canyon Tunnel. 3... o B 9. » - o- 3 S 3 a." -■ -r 3 3 Bt 3 — n ^' $6.25 6.00 8.20 3.00 3.80 .20 200 MIL. GAL. TUNNEL TO LAKE CHABOT. 10 ft. diam. CO =^§- & 0} tt p i ^§ » o a- 3 3- -.3 o' a - s o a- » W S * ^ ■ :.2 S' Of(/:>jDJJ u DC IU|_ 8:oQ-> (r f- > lu 111 [U ~: > -1,92: g zozD ^ OZ-1 r I? P TO 5«. Si Q] o If z: > o^jasi/^ 90IJ ^/(/:>yf^ APPENDIX 9~ESTIMATE OF COST OF HETCH HETCHY PROJECT include two or three short lengths of steel pipe siphon for which data is uncertain. . . 19.5 miles. A steel pipe line, 7 feet 6 inches net diameter, and appurtenances, across San Joaquin Valley, mile 79.1 to mile 124.0 44.9 " A pressure tunnel, 1 2.8 feet diameter, from the east edge of the San Joaquin Valley to the west bluff of the Tuolumne River, near Red Mountain Bar, mile 124.0 to mile 134.25. This includes a pipe siphon about 600 feet long at mile 125.1 10.25 A steel pipe siphon across the canyon of the Tuolumne River, mile 134.25 to mile 134.65. 0.4 " A pressure tunnel, 1 feet diameter, from the west bluff of Tuolumne Canyon to Moccasin Creek, mile 134.65 to mile 140.2. .. . 5.55 " Total length of Eighth Division . . . . 80.6 miles. (1) 102,960 lineal feet of 12.8 feet diameter pressure tun- nel, concrete lined for entire length. This tunnel in its course from the shaft at the Arroyo Valle to its east portal at the edge of the San Joaquin Valley will pass thru five different geological formations in the following order, — Knoxville, Chico, Franciscan, Santa Margarita and Pliocene. The rocks are all of sedimentary nature, except for some very local intrusions of serpentine, which may occur in the Franciscan series. To merely name the five principal groups of rocks falls far short of giving an adequate description of the variety of ground for tunnelling which this region pre- sents. There are sandstones, shales, schists and clays, inter-bedded in thick and thin layers, in some places fairly massive, in others much jointed and blocky. The sandstones are usually not very hard and many beds are so soft as not to be able to withstand the weather. Some of the sandstone beds are of good thick- ness, 6 feet and upward, but in general the stratifica- tion of the sandstone as also of the shales, is in thin beds of one foot or less in thickness, with layers of rather hard rock inter-bedded with much material of a softer, disintegrating character. Especially is this so of the shales, where many of the beds appear to be scarcely more than a hard clay, which slacks and crumbles on exposure to the air. The strata of these formations have greatly varying dips at different places. Where the dip is great and the strike is nearly at right angles to the course of the tunnel, it is much more favorable for ex- cavating than where the dip approaches the horizontal or the strike of the rock nearly parallels the direction of the tunnel. The surface exposures of the underlying rocks are so few thruout this region that it was impossible to form any definite opinion as to how much of the tun- nelling would be thru hard or soft rock and what dis- tance would be in good ground requiring little or no timbering, or how much would present greater difficulties. There is no way of determining these points with any degree of certainty m advance of the actual excavation of the tunnel, except by a thoro geological study of the region along the line, which, together with the informa- tion derived from necessary borings and test pits, will make it possible to show the geologic section on the tunnel line wilhm reasonable enough limits of accuracy to predict the character of the work. It was discovered that Corral Hollow, about one mile north and approximately parallel to the present tunnel location, marks the line of a great fault which has caused widespread disturbance of the adjacent rocks, so much so as to make it wholly inadvisable to attempt to decrease the depth of shaft work by making the tunnel location near the lower levels of that valley. Whether pushing the tunnel location about one mile southerly from Corral Hollow has moved it safely outside of the region of fault disturbance can only be determined by borings and the expert geological investigation previously mentioned. For a continuous stretch of more than 1 miles the tunnel will probably be in the Franciscan series, a diverse formation which seems to contain all varieties of sedimentary rocks from conglomerate and coarse sand- stone, thru shaley sandstones and shales even to some kind of limestone. However, so far as I could judge, a moderately fine-grained sandstone, fairly uniform in character and m beds of considerable thickness, seems to predominate. The great depth at which the tunnel lies m this wide, unbroken belt of the one formation, for the greater part of the way more than one-quarter of a mile below the surface, warrants the expectation that a considerable proportion of the ground to be tunnelled thru will be self-supporting. It seems conservatively safe, therefore, to estimate for only 80 per cent of tunnel length, as of the timbered type of section. In the other formations the same percentages of length to be timbered have been used as heretofore, viz : Knoxville and Chico formations, 80 per cent timbered. Santa Margarita formations, 60 per cent timbered. Pliocene gravels, 1 00 per cent timbered. Pliocene gravels overlying the tunnel location between Miles 60 to 62, and for a quarter of a mile near Mile 72, can be seen on the surface. Altho the depth of the gravel at these places has not yet been tested and is 264 VALLE-MOCCASIN DIVISION therefore unknown, it appears probable, from the lay of the rocks in the adjoining hills, that the gravel does not reach down so deep, but that the tunnel will avoid them by keeping in the older underlying rocks. It is expected that nearly four miles of the east por- /o\ tion of the tunnel will be thru Pliocene gravels, which in a layer of great thickness overlap the lower slopes of the mountains and form a terrace along the westerly side of the San Joaquin Valley. It is possible to eliminate most of this gravel work by making a detour and running up one of the deep cut ravines, such as Deep Hollow. To do so, however, would make a bad crook in the line, increasing the distance materially and obligating the use of more steel pipe. This alternative deserves much more study than has yet been given it, but for the present the tunnel has been assumed to be the better plan. Tunnelling in the gravel at this place should be a very different proposition from that in the region south of the Livermore Valley. Here the tunnel grade is high above the general surface of the San Joaquin Valley and also parallels the bluffs of the terrace at only a short distance back from their steep face and because of these favorable conditions the gravel through which the tunnel will pass is probably well drained and fairly dry. Also the tunnel is at shallow depth below the surface, giving a compara- tively light weight of over-burden to be supported. On the other hand, south of Livermore the tunnel grade is far below the surface where the gravels are saturated with water, rendering the work difficult and costly, and therefore requiring more or less of a detour in order to avoid them. A moderate amount of water may be looked for in the form of seepage and small drippings at places thruout the length of this tunnel, but in the aggregate not enough to require more than the ordinary pumping usually neces- sary in tunnels driven from shafts. The above described 1 02,960 lineal feet of tunnel work has been classified and esti- mated to cost as follows : 8,710 lineal feet through Knoxville and Chico formations, with 80 per cent timbered, at $48.00 $418,100 55,970 lineal feet through Franciscan for- mation, with 80 per cent timbered, at $53.50 2,994,200 1 8,2 1 lineal feet through Santa Margarita formation, with 60 per cent tim- bered, at $42.00 764,800 Carried forward $4,1 77,100 Brought forward $4,1 77,100 20,070 lineal feet through Pliocene gravel, 1 00 per cent timbered, little water, at $40.50 812,800 Eight double-compartment shafts, severally 490, 680, 700, 670, 290, 60, 80 and 1 00 feet deep, located at Miles 61 .3, 62.8, 66., 68.2, 71.8, 75.7, 76.25, and 77 re- spectively. All will require to be timbered and the one thru the Pliocene gravel on Mile 62, also the one on Mile 71, will need to be lined with concrete for a part of their depth, to prevent free entrance of water thru the shaft to the tunnel work- ings. It is assumed that the cheaper cost of excavation in gravel will compensate for the greater cost of shaft lining. The two western shafts are 11 or 12 miles distant from Livermore, their railroad base of supplies. Good roads approach to within two miles of each site, but from there trails would have to be improved or new roads built. In the immediate vicinity of the sites the ravines are narrow and rough and the hills very steep. The six remaining shafts are near the branch line of the Western Pacific Rail- road to Tesla. They are located in ravines back in the hills at a considerable elevation above the railroad so that about six miles of road would have to be improved or newly constructed to make hauling easy. Because of the much greater depth of four of the shafts than of those previously estimated, also the possibihty of difficulties and delays due to keeping them free from water, and to allow for the extra road work necessary, a higher average price is here used. In addition to the shafts mentioned it is proposed to provide a surge tank in the shape of a shaft about 1 1 feet deep with suitable spillway at the east end of the tun- nel. Mile 79. 1 . This has been included with the other shafts and at the same price per foot. After more study it may be found preferable to substitute for this shaft a small equalizing basin with less depth of shaft in the ravine at about Mile 78.9. Carried forward $4,989,900 265 /*-- ro HeuNat/- 9 0/^ /astfff (J z en X t/1 CD o ^ ^ I Oi _ > " LJ q; O 3 Z — ' (^ cr ^ Z < CO 00 1- o z cc h ILl 1- 1 ^ uJ Q X "1 UPPLY FO POLITAN PROJE CC < I a. n 01 L LU C lU in o cc c 3 1j (X UJ O M cf=> U-- 01 ■^ ijJ UJ fr o z i 3~l LlJ > cc 1 z03 z. ^ o z -I cm *< H < O o -So ii S o i^CO 7- ^i g ^- S < z S 1 < " in s i VALLE-MOCCASIN DIVISION Brought forward $4,989,900 3, 1 80 lineal feet double compartment shafts, strongly timbered for full depth, and in part lined with con- crete, at $1 25.00 $397,500 (3) Open cut and pipe connections at the east portal of the Tesla Tunnel. 9,000 cubic yards compact gravel excava- tion, at 35 cents 3,200 380 hneal feet tunnel excavation, en- larged special section to admit two 7.75-foot steel pipes, at $30.00. . 11,400 260 cubic yards concrete refill around pipes in tunnel, at $7.25 1 ,900 (4) 237,240 lineal feet of steel pipe siphon 7.75 feet diameter, across San Joaquin Val- ley. The working diameter of this pipe will be reduced to 7.5 feet net by the interior cement lining 1 Yl inches thick. For nine-tenths of its length the pipe will be laid over the level and dry plain which forms the floor of the valley. On this portion it is proposed to bury the pipe, putting it about two-thirds under ground, and covering the remaining portion by a low embankment made by replacing the previously excavated material from the trench. For the shallow trenching required, the excavation will consist mainly of the surface soils, though in places it will pene- trate the hardpan to some extent, particu- larly for the easterly eight or ten miles where hardpan in the form of "tuff" is reached within two or three feet of the sur- face. This "tuff" resembles a soft very fine-grained sandstone. It is somewhat harder than the surface material but will not be much more expensive to excavate with a steam shovel. At the crossing of the San Joaquin River, which it is proposed to make about 3,200 feet southeasterly from the Vernalis Farming Company's buildings, thus keeping safely upstream from the confluence of the Stanislaus River, we find the river has two channels. The larger and main channel from 300 to 400 feet wide, and a back channel or slough about 200 feet wide. Brought forward $5,403,900 These channels are separated at this place by low bottom land about 1 .6 mile wide. This bottom land has a general level of seven to eleven feet above ordinary June stage of the river, but is generally sub- merged during freshets which at the very highest stage will reach a depth of eight to ten feet over the lower portions of the bottoms. It is proposed to submerge the pipe across the main channel, bridge the back channel and to carry the pipe over the bottom lands partly on an embankment of earth and partly on a trestle of heavy concrete piles and cross beams. The bot- tom of the pipe at the waterways under the bridge and trestle to be not less than five feet above the level of the highest freshet, to allow ample room for the passage of drift wood, etc. The material in the bottoms is a sandy silt overlying a stratum of hard clayey hardpan to a depth of from 1 to perhaps 20 feet. There are no soft, mucky places and the ground is capable of bearing the load due to the embankment and water-filled pipe without danger of any serious settlement. Neither is there any danger to be appre^ bended from washouts, if the bank is com- pactly built, and the slopes properly pro- tected. In addition to the surge tank at the west end, the blow-off at the river, and man- holes and expansion joints at suitable in- tervals, a surge tank or as further investi- gation may show to be better, a small equal- izing reservoir will be provided at the east end of the pipe. Shut-off gates will also be located at the east end of the pipe. This 237,360-foot length of 7.75 ft. diameter steel pipe, and its appurtenant structures have been classified and esti- mated as follows: 6,460 lin. ft. 1 /4-inch shell (maximum head 140 feet) @ $13.00 $ 84,000 18,480 lin. ft. 3/8-inch shell (average head 240 feet) @ $16.50 304,900 Carried forward $5,403,900 Carried forward .$5,792,800 269 APPENDIX 9— ESTIMATE OF COST OF HETCH HETCHY PROJECT Brought forward . . . .$5,792,800 24,290 lin. ft. 9/16-inch shell (average head 370 feet) @ $22.00. . . . 534,400 24,290 lin. ft. 5/8-inch shell (average head 400 ft.) @ $23.00. 558,700 10,560 lin. ft. 11/16-inch shell (average head 435 feet) @ $25.00. . . 264,000 59,400 lin. ft. 3/4-inch shell (average head 485 feet) @ $26.50. 1,574,100 93,450 lin. ft. 13/16-inch shell (average head 510 feet) @ $28.00. .. 2,616,600 430 lin. ft. 7/8-inch shell (average head 540 feet) @ $30.00. . . . 12,900 The prices used above accord with Mr. Freeman's analysis of the cost of steel pipe for the San Joaquin Valley siphon. (See Appendix 8, page 235.) To the above there should be added to obtain the final total cost, an allowance for administration, contractor's profit and mis- cellaneous, all as previously specified on page 240, as omitted. The charge for cost of equipment after salvage value has been deducted is in this case included in unit prices for pipe as computed by Mr. Free- man. The following additions must also be made for the extra cost of placing the pipe on embankment, for special work at river crossings and for minor structures. The total distance across bottoms subject to overflow by extreme floods is about 3 miles. To keep the pipe well above high water and at the same time maintain an even grade across the bottoms will require nearly 5 miles of embankment and bridging. 1 7,000 lin. ft, embankment on dry land, average height 12.5 feet, or 180,- 000 cu. yds. scraper work, @ 1 8c $32,400 6,230 lin. ft. embankment on overflowed bottoms, average height 19 ft., built by dredging from downstream side only; some clayey hardpan to handle, 156,000 cu. yds, @ 15c 23,400 Rip-rapping exposed slopes ... ... 1 ,800 For 2,640 lin. ft. of trestle across over- flowed bottoms, 60-foot spans of self- (5) Brought forward . . $' supported pipe on piers of concrete piles of large diameter, allow as follows : 2,640 lin. ft. pipe with I /1 6-inch extra thickness of shell @ $2.40 For 43 piers, average height 20 feet, with piles set 20 feet in ground. 86 piles, 3 feet diameter, in place, @ $150 1 72 piles, 2 feet diameter, in place, (5) $85 Concrete caps, bracing, etc., for 43 piers, @ $210 For 320 lin. ft. of submerged pipe at main channel crossing, allow as follows: 320 lin. ft. of trench 1 5 feet deep, dredged across main channel, probably all stiff clayey material, with extra work for dis- posal. 44,000 cu. yds., @ 30c. . 350 cu. yds. concrete casing built above water, @ $7.00 1 , 1 00 cu. yds. concrete casing laid under water, @ $14 Cofferdam built in 6 successive sections about 50 feet long, at $14,000 each. . For bridge over back channel 200 feet wide, assume two spans of self-supported pipe on one central pier and two concrete abut- ments. Cofferdams and excavation 580 cu. yds. concrete @ $9.00 300 lin. ft. of pipe with '/g-inch extra thick- ness of shell @ $4.60 False work for erecting pumping, miscella- neous Estimated cost of gate house at main river crossing to contain bailing apparatus for submerged siphon, and the blow-off valves ; also for 44 man-holes, expansion joints, etc Allowance for 88 miles of fencing at $200 per mile, for six railroad crossings, 22 highway crossings ; main and lateral irri- gation ditches and other waterways . Portal cut and pipe connections at the west end of Dry Creek Tunnel. 2,800 cu. yds. earth excavation. . . @ 30c 8,500 cu. yds. rock excavation. . @ $1.00 1,411,100 6,300 12,900 14,620 9,600 13,200 2,500 15,400 84,000 1 8,000 5,200 1,400 5,000 21,000 65,600 $ 800 8,500 Carried forward .$11,411,100 Carried forward .$11,695,100 270 01 ON P»1S 6 ON |3=M9 ■V °v -^oO-i^l^V/ / )il / \ ^^^- \" \ ^ , /' <^ 'Y^ >, "■> j^j* i3SJ Ul L OO-t-LZl. JOi4eAsig 4 ^^ Ul L /oq/^^fC, A i If c \ \ , o / \ s / I / Z o / t { LOCA Sec. 8 ( 1- 5 o \ 1 N g 1 Q lU a ' <0 D tu ID O Q. S j Ul — ^^^ -n 2 7 » N ?! / 5 -J u. o q: a. 8 a «0 OO^ffffS s o \y,' \0% ^^ o^'s'^^; v>r> (0 (T) )v«^i Tj^a^ 0^ u - 411 a wSRpRpRnrf Spillway Level 3fcl0-^ Cap witti Cast Iron 3500 --^—■^^ ^^^Measurin^ Weir " For Small Flows l>lea5unT5'Weir — .^ P°°l^^ Cascade -V- ri^-lnspetliwtSDMinaJe - 35^ Tunnel 10*30 -I O o_ tLElVATlON LOOKING UPSTREAM MAXIMUM CROSS SECTION. ^^ ERRY CREEH ■ -/-^ HetchHetchy Reslf full Storage 40 biLjj I ; De^oorSCherry-i Jr. Resrs Vuii equi*a tf [Future ■3800 Spillway iLevel ^— 3550 -^Ldw Water DRl^ Ml«ll LOW V*^,,\. Xafer 1 Water ^^^ feH«lit oF Dam !iFr«tx)"rt Remarks Conlenb of Dan) ftetenal of Water Sloted ttetdi Hetchy C leaner Cherry 3(,10 4fc'50 4530 3540 4640 4480 40,2 14.3 lO.B 170^ 90 90 Dam 130 ft loner rtian as 5ho«rionpJ )18 Dam 10 ft hijher ttian lempdara.nan p| 11 Dam 10 ft higher \\\m lemp dam, Plan p^ p,. 86,000 690,000 455,000 Rubble Conotfe 130" Eartt) 50 50 Earth Frtiin natural 3iS£lfteriafi5fyin^ pnonhes Total 65.3 Bil Gai The5e Mass Curves allow the La Grange Water & Power Co GO cu ft per 5ec and the Turloch and Modesfo tmjation Di5tnct5 all the natural How of fhe river at La Grange upfo 2350 sec ft, prior to storing any water for ttie cities Q-S 3 3 3 O) iJ O OJ C0M61NED MASS CURVE DIAGRAM OF HETCH HETCHY. ELEANOR, & CHEF^RY CATCHMENTS WITH RESERVOIR C^P^ClTlE5 A5 5H0WN It^ TABLE ABOVE (Runoff Data Computed ii Protidence Oflice AprO I9IZ ) 100 200 250 30O Sutyect to Revision-rov Puiposes of Estimate STUDY FOR LOW HETCH HETCHY DAM FOR INITIAL DEVELOPMENT OF TUOLUMNE SUPfLY FT^OVIDING STOH^GE SUFFICIENT WITH LOW DAMS AT LAKE ELEANOR & CHERRY CREEK FOR DELIVERY OF 230 MIL. GALS DAILV, IN DRtt^T PERIOD OF LAST 11 YEARS. 400 'Vs--. Smallest Runoff since Lajranje Gajm,Js Scale of Feef John R, Freeman. ConsulhnjEnjr ~ Providence, R I. R C Cranston Aug WI2. 285 APPENDIX 9— ESTIMATE OF COST OF HETCH HETCHY PROJECT and as nearly as may be over the head of the incline. This the cost of the structure until such future time as the high dam tank will consist mainly of a shaft in the rock provided \vith a may become a necessity. concrete spill and chute down to the river. But until the power j,. j^ estimated that a dam 1 70 feet high above river bed is utilized these structures will not be needed, and durmg the ^^^y impound 40,000 million gallons, and that this storage is intervening period the water can be discharged from the end of g^ffi^jg^t j^ maintain a uniform daily supply of 230 million the main tunnel, letting it fall in a series of cascades over the g^jj^^^ y|^j^ j^^^^^ j^^ ^^^jj ^^^^ ^ ^^^^^ \^^^^^ ^f ^^^^^ rocky slope of the canyon to the river, 1,100 feet below. 500 feet at elevation 3,760, with length shortenmg to about The mam tunnel approximately parallels the course of the 200 feet at elevation 3,500, and would require only 86,000 south side of the Tuolumne Canyon, being located far enough cubic yards of concrete for its construction, back from the side to give sufficient weight of rock to safely Eventually, when it becomes necessary to develop the Hetch resist the bursting pressure of the water in all parts of the tunnel. Hetchy Reservoir to its full capacity, so as to be able to supply In addition to the two ends, other working points which will 400 million gallons daily, it is designed that the final dam shall increase the convenience and speed of construction can readily have a height of approximately 300 feet above the river bed to be obtained by means of adits or shallow shafts at suitable spill-crest at elevation 3,800. This dam would contain 372,- places. With the present incomplete information, it is assumed 000 cubic yards of concrete masonry, and impound I 10,000 that adits will be generally adopted as likely to give the most million gallons of water. (See drawings on page I 18.) economical results. j]^e lower structure is designed in such a manner that it Including the one at the west end of the tunnel, allowance can be readily and safely incorporated as a part of the final has been made for 14 adits, with an aggregate length of 5,700 dam when that is built. (See drawing on page 285.) feet. Considering the short length of each adit, probably a The estimated cost of this division is based on the use of the tunnel large enough to accommodate a single-track railway lower dam, and the prmcipal items of cost have been consid- will be ample for all requirements, and the 6-foot horseshoe gred and estimated as follows- section has been assumed as suitable. The adits to be exca- , . . .. J 1 r 11 ■ £ 1 1- 1 11 II- -11 (I) Clearing Reservoir Site. vated to tull size tor concrete-lmed tunnel, but the lining will be omitted. On completion of the work the openings will be ^^'= '°*^' ^''^^ of the reservoir will be nearly 1 ,300 plugged tight with concrete for lengths of from 40 to 60 Imeal ^'^"'^' °^ '^^'^'^ "°t ™°''e ^^^^ ^00 acres will have to be feet, according to the varying pressure on the tunnel. Ten per cleared by cutting trees and brush close to the ground, cent of the length of adits has been estimated as timbered. removing logs, and burning brush. Some of the cost r- ,, ■ • 1 • r r 1 1 -7 1 ■ , can be recovered by converting the large trees into lum- roHowing is the estimate ot cost of I 1.7 miles mam tunnel u i u 1 r ,,.,.,, . , ber to be used tor construction purposes. and adits, being the only structures necessary prior to the power onn i: 1 ■ . d- 1 nn *',/^ r^r^r. , , 1 r- 1 T I ■ ^00 acres of clearing, at $100 $30,000 development at the harly Intake site. 61,800 lineal feet 10-foot diameter pressure tun- nel, 5 per cent timbered, and concrete- Temporary buildings, dwellings, bunkhouses lined for full length, at $37.00 . . . .$2,286,600 ^"'^ ^'^^'^ °''^"^' "°' '"cludmg power plant, 5,700 lineal feet 6- foot tunnel for adits, 10 per ""^^t ^^''^^' ^^°P^- etc 20,000 cent timbered, no concrete lining, at "^^"P equipment 3,200 $14.50 . . 82,700 Camp light and telephone connections. . . 700 1,630 cubic yards concrete for closures of adits. Water supply and pump connections. . . 1,500 at $8.00 .. .. 13,000 Sewers and sewage disposal 800 Construction cost of the Canyon Division, exclusive °tal ... . . $26,200 of general administration, heavy plant, and con- tractor's profit . . .$2,382,300 (3) Roads about camp and to gravel pit, quar- ry- etc $2,500 Eleventh Divison, Hetch Hetchy Dam and Reservor (4) Camp Mamienance and Repairs. For the immediate requirements of an additional supply of (For, say two years.) 230 million gallons daily a dam somewhat lower than is needed Office furnishings, supplies, etc . $2 000 for the complete development of the storage will be adequate for several years to come, and it is proposed to defer a part of Carried forward $2 000 286 HETCH HETCHY DAM (5) (6) Brought forward $2,000 Entertainment, including maintenance of Superintendent's house 4,000 Loss on boarding-house secures better men, say 7,500 (This can be wholly recovered by profit in commissary.) Maintenance and repairs of camp buildings and stable 3 QOO Maintenance hospital, physician, etc. (loss) 2,500 Policing camp 5,000 Light, water and telephone maintenance . . 3,000 Miscellaneous incidentals, etc 5,000 Construction Plant Buildings. Cement storage sheds Concrete plant, buildings, and foundations, for mixing and conveying machinery, in- cluding winter protection Power plant, buildings, and foundations for machmery Mechanical shop buildings, warehouses, etc. $32,000 $1,500 Total $10,000 Preparation of Foundations. The dam site above water is sound granite, scoured clean by glacial action, and needs but little excavation of earth or scab rock. No diamond drill borings have been made in the bed of the stream, but although the gorge may prove to be deep it is surely narrow. Assume 3,000 cubic yards mostly ledge and boulders will have to be excavated, some in cut-off trench and some from river bed, at $2.00 6,000 Cleaning 36,000 square feet of generally sound bottom to receive concrete, say . . 1 , 700 Drifting behind and grouting loose block of granite on north side 1,500 Grout Holes — The extent of grouting de- pends on the character of the rock. The excellent foundations should allow us to assume only the equivalent of 30 holes 60 feet deep, or 1,800 feet, at 50 cents for drilling, plus 75 cents for grout and grouting, or $1 .25 2,300 Brought forward $11 ,500 Dram Holes — Like grout holes, depend on character of rock, say 1 ,600 feet, at 80 cents, including all drain pipe in place. . 1,300 Adit and beginning of future tunnel aqueduct: 200 lin. ft. 6-ft. tunnel unlined and not plugged at completion of dam @$1 5.40 1 30 lin. ft. 1 0-ft. tunnel in granite @ $43.00 220 lin. ft. 12-ft. tunnel for pipe connec- tion — refilled around pipe with concrete @ $37.00 545 cu. yds. concrete refill @ $7.00 280 Im. ft. 10-ft. steel pipe !4 in. shell to connect present tunnel with gate chamber @ $20.00 3,100 5,600 8,100 3,800 5,600 3,000 (7) 2,500 3,000 Total $39,000 Water Control During Construction. The foundations of the dam will contain a sluice tunnel for the passage of the river. Prehminary flume $10,100 Preliminary coffer dams, pumping and mis- cellaneous . . . , 6,000 Total $16,100 Carried forward $1 | ,500 (8) Masonry in Main Dam and Appurtenances. The main body of the dam to be built of concrete, but large stones will be used so far as can be done to advantage. There is every indication that large deposits of good gravel can be found nearby and if sufficient in quantity it may prove quicker and cheaper to build the dam almost entirely of gravel concrete, using few if any "plums", but, for the purpose of this estimate, assume the dam to be 20% "plums". It IS believed that a concrete leaner in cement than is usu- ally specified, is entirely suitable for the heart of the dam, and that it is much better to increase the safety by increasing the thickness of the dam toward the base, rather than to use a thinner section richer in concrete. A richer concrete will be used on the faces of the dam and this estimate assumes that the richer concrete used will be equivalent to an average thickness of ten feet applied over the entire vertical face of the dam. This, however, may be disposed within a thickness of eight feet on the upstream face for imperviousness and two feet in thickness over the downstream face for resistance to weather and smoothness of finish. The two grades of concrete are assumed proportioned by measure to be 1 part cement to 3 1/3 sand, and 6 2/3 stone for the lean and 1 :3:5 for the rich mixture. 287 APPENDIX 9— ESTIMATE OF COST OF HETCH HETCHY PROJECT Assuming that a gravel bank yielding from 30 to 40 per cent suitable gravel can be found within one mile of the work and that it is worked by steam shovel and train we have for probable cost of gravel, broken stone and sand, (a) 1 cu. yard in place contains say 35% small stones, 40% sand and 25% cobbles and boulders — with 40% voids in the gravel screened it will require the excavation of 2 cu. yards m place for each yard of screened gravel obtained. (b) Cost of screened gravel, excavation and load- ing by steam shovel including strippmg pit . . .$.18 Track work at pit and spotting cars .... 05 Hauling to bins and screening . . . . .... .08 Cost of excav. for 1 cu. yd. in place yielding 0.49 cu. yd. screened gravel . ... The cobbles can be run thru a crusher, and will make about 0.4 cu. yd. of additional concrete stone for. . . 0.4 cu. yd. sand, or nearly enough to form the proper mixture with the above 0.89 cu. yds. of stone will be obtained as a by-product, we may say without cost. Since 0.89 cu. yd. of broken stone and gravel costs 46 cents the per cu. yd. cost will be Allow for shortage and handling of sand 20c per cu. yd. The cement is estimated to cost $3.00 per bbl. de- livered at the dam. With the above assumption the cost of 1 cubic 1 :3 1/3:6 2/3 concrete will be: 1 . bbls. concrete @ $3 . 00 . 53 cu. yds. sand @ .20 . 94 cu. yds. stone ... . . . . @ .55 Mixing and placing Lumber and bolts in forms Carpenter work, setting forms, staging, etc .... Say $4.75 per cu. yd. of concrete in place. .31 .15 .52 yard $3. of 00 11 .52 .60 .20 .25 $4.68 For the 1 :3:5 concrete, each cubic yard will require about 1.25 bbls. cement, 0.48 cubic yards sand and 0.81 cu. yd. stone, which in a similar way is estimated to cost $5.30 per cubic yard in place. The quantity of concrete to go in the main dam and spill- way is 88,200 cubic yards. For this there will be 1 8,000 cu. yds. plums from quarry at site of future waste-way. Quarrying and placing 18,000 cu. yds., $2.00. $36,000 34,400 cu. yds. concrete, 1 :3 1/3:6 2/3 mixture @ 4.75 163,400 35,800 cu. yds. concrete, 1 :3:5 mixture. @ 5.30 189,700 2,200 cu. yds. in smaller structures of richer con- Brought forward . 389; 1 00 Crete and some additional cost for forms and placing @ 7.50 1 6,500 Steel reinforcements in crest of main dam and arches, also lining for outlet conduits, 60 tons @ .80 4,800 Total $410,400 (9) Gates and Accessories. Five 48-inch gates ; two balanced pressure gates for tunnel connection ; three emerg- ency gates (roller type), operating mech- anism for gates ; steel and cast iron pipe connections, screens, etc $45,000 (10) Plant Maintenance and Repairs. Repairs to cars, skips, tools, etc. (consider repairs to the power plant and line after a severe winter and possible dismantling of the cableways at season's end), say. $40,000 (11) Landscape architectural treatment near dam, and necessary cleaning up . . . . $10,000 (12) Local Superintendence and Engineering These local overhead charges will amount to very nearly 5 % of the cost of the pre- ceding items . . . $31,700 SUMMARY FOR A LOW HETCH HETCHY DAM (With spillcrest at about elevation 3670) Clearing reservoir site . . Camp buildings, dwellings and offices . Construction roads .... Camp maintenance and repairs . . Temporary buildings for construction plant . Preparation of foundations, including pre- liminary work on future pressure tunnel . Water control during construction Masonry in main dam and accessories, Portland cement concrete mainly made from gravel, 20% "plums" bedded in the body of the large structures Draw-off gates and accessories, and steel lining of conduits (10) Plant maintenance and repairs (11) Landscape architectural treatment near dam (12) Engineering, superintendence and contin- gencies (I) (2) (3) (4) (5) (6) (7) (8) (9) $30,000 26,200 2,500 32,000 40,000 39,000 16.100 10,400 45,000 40,000 10,000 34,600 Carried forward $389,100 Construction cost of Hetch Hetchy Divis- ion, exclusive of administration, heavy plant and contractor's profit . . $725,800 288 ELEANOR-CHERRY EXTENSION Twelfth Division, Eleanor-Cherry The work on this division comprises an unlined pressure tunnel 8 feet diameter and 6.8 miles long; two earth fill dams at Cherry Creek and Eleanor Lake outlet, a shaft about 300 feet deep at Lake Eleanor, and intake works at Cherry Creek and Lake Eleanor. On completion of the tunnel the shaft will be adapted to serve as an intake for Eleanor water. The underlying bed- rock in this district is hard granite or grano- diorite throughout. (1) 35,900 lin. ft. 8-foot tunnel 5 per cent timbered, no lining @ $ 20.50 $736,000 (2) 300 lin. ft. double compartment shaft @ 150.00 45,000 (3) Lake Eleanor Dam and Reservoir — Earth fill dam 90 feet high and 1 200 ft. long on crest, containing 59,000 cu. yds. to be built in part by hydraulic sluicing. This item also includes the cost of exca- vating of unsuitable foundation material at the dam site; a reinforced concrete core-wall, concrete overflow weir, with sluice gates, waste channel in rock, and an arch bridge over spill-way; also rock fills at foot of slopes of main earth dam, slope paving, care of water during con- struction, clearing timber, residence and stable for keeper, and miscellaneous .... $43 1 ,000 Gate house, screens, gates, etc., for tun- nel intake 28,000 (4) Cherry Creek Dam and Reservoir. Earth fill dam 90 ft. high and 1 ,040 feet long on crest, containing 455,000 cu. yds. of earth, to be built in part by hy- draulic sluicing. This item also includes the cost of excavation of unsuitable foun- dation material at the dam site ; a rein- forced concrete core-wall, concrete over- flow weir, with sluice gates, waste chan- nel in rock and an arch bridge over spill-way; also rock fills at foot of slopes of main dam, slope paving, care of water during construction, and miscel- laneous $388,000 Gate tower, gates, screens, etc., for shaft intake to tunnel 28,000 Carried forward $1 ,656,000 Brought forward $1,656,000 For construction cost of Eleanor-Cherry Division, exclusive of administration, heavy plant and contractor's profit. . . .$1,656,000 Facilities for Transportation of Equip- ment and Materials For a distance of about 1 30 miles between San Francisco and the foothills of the Sierras the working points on the aqueduct are within easy reach from the existing railroads. The length of haul will not generally exceed four or five miles, and only in two instances is the distance from the railroad as much as nine miles. The public roads are gen- erally good and but little additional road work will be neces- sary. From the entrance to the foothills to Hetch Hetchy, how- ever, the facilities for reaching the work are not so good. The nearest railroad stations to the mountain district trav- ersed by the aqueduct, easterly from Mile 1 34, are Rosasco, Keystone and Chinese, on the Sierra Railway, each about 42 miles in an air line from Hetch Hetchy dam site. Traffic to and from this district passes mainly through Chinese, from which point a road runs to Groveland and to points beyond, including Yosemite Valley, also a branch to Hog Ranch, the latter place being the nearest point to the Hetch Hetchy Valley now accessible to teams. The Hetch Hetchy dam site lies about seven miles easterly from the Hog Ranch and is reached only by a rough moun- tain trail. Were it not for the steep hills, the road from Chinese to Hog Ranch would serve the work conveniently for a distance of about 1 2 miles, from Moccasin Creek to the crossing of Big Creek, but elsewhere it is most unfavorably located for ready access to the line of the aqueduct, and about 29 miles of the aqueduct in the mountain region may be said to be wholly out of reach of existing roads. Considering the possible utility of the present main road from Chinese to the Hog Ranch we find that it has several long hills with very steep grades and sharp turns and for the greater part of the roadbed consists solely of the local surface materials, mostly earth, which makes a fairly smooth and hard road during the dry season, but which in wet weather and under heavy teaming would cut down into ruts and deep mud. The grades on the long hill at Woods Creek and at Priests Hill were found by actual measurement to average from 18 to 20 per cent for long stretches, and the long hills on both sides of the south fork crossing, as well as shorter hills at other places, are certainly as steep, if not steeper, than Priests Hill. 289 APPENDIX 9— ESTIMATED COST OF HETCH HETCHY PROJECT Obviously, to obtain economy in the transportation of the large quantities of machinery and supplies required for this work, a matter of early necessity will be a new road with lighter grades and harder roadbed, suitable for heavy freight- ing by teams or motor trucks ; or for the operation of a tem- porary construction railway. In the latter case, on the com- pletion of the work, the roadbed could be converted by slight widening and some surfacing, into an excellent highway for horse and automobile travel to the Hetch Hetchy region. Thirteenth Division- Railroad -New Construction It is proposed to grade a new road about 62 miles long from Rosasco to Hetch Hetchy damsite, and to use it for a railroad during the construction period. The roadbed to be 1 5 feet wide, with adverse grades made as light as prac- ticable against loaded trains going East, possibly not to exceed 3 per cent ; and against empty trains going westward not to exceed 4 per cent. To save expense, sharp curvature should be used freely, possibly up to curves of 30 degrees or 1 93 feet radius at the sharpest bends. This road will be located on the south slope of the Tuolumne Canyon for about 3 1 miles and the work will be generally of the character found on the steep slopes of the Sierras where the ordinary wagon roads are graded at an average cost of $3,000 or $4,000 per mile. There will be a few short sections where slopes are precipitous and the work will be very expensive. A roadbed adaptable to the operation of a railroad will, of course, cost more per mile than an ordinary road. The construction cost for grading this new road has been carefully considered by short sections and has been estimated as $572,000 for the 62 miles from Rosasco to Hetch Hetchy. To this must be added the cost of the railroad which has been estimated as follows: 62 miles main line @ $7,400 $458,800 2 miles sidings (9 in all) @ $6,500 I 3,000 62 miles telegraph line 1 2,000 Warehouses, 2 @ $1,500; depots, 3 @ $1,000; section houses, 8 @ $500; tool houses, 10 @ $50, etc. . . . . . . 10,500 3 fuel and water stations. ... ... 7,500 Repair shed and machine shop . . . . 1 0,000 Total cost of railroad, superstructure and build- ings $511 ,800 Ample equipment of locomotives and cars for construction purposes can be supplied for about $70,000 additional. Total cost of construction railroad for grading, superstructure and rolling stock, but exclusive of headquarters, expenses for administration and engineering, also contractor's profit. . . .$1,154,200 Fourteenth Division — Scenic Road To completely encircle the Hetch Hetchy Reservoir will require about 1 9 miles of road, and a suggested branch to the Tiltill Valley would be about 3 miles more. It is not presumed that this entire mileage will be built at once of the standard type of excellent road which it is hoped will be built eventually. This estimate provides for 1 miles of good road, reach- ing from the dam to Wapama Falls, about 2 J/2 miles; and for about lYl miles on the south side of the valley from the dam to near the head of the reservoir; also the estimate provides for 1 miles of road of cheaper character on the north side of the reservoir. A reconnaissance of this road location for the purpose of judging the probable cost was recently made by Mr. W. C. Hammatt, C. E. His report indicates that the grading will be generally heavy and for some portions very expensive. Using his notes as a basis it is estimated that 20 miles of roads as specified above can be built for $341,000. Fifteenth Division — Irvington-Chabot This division includes the branch aqueduct extending from the main aqueduct at the Irvington Gate House, Mile 20.6, to Lake Chabot at Mile 36.2, a distance of 15.6 miles; also the enlargement of the Lake Chabot dam and other struc- tures necessary to raise the flow line of the reservoir to elevation 350. The miles as here stated refer to the distance from San Francisco City Hall. The distance from Oakland City Hall would be eight miles less. The aqueduct consists of alternating sections of pressure tunnel, steel pipe siphons and probably some concrete pressure aqueduct. The following is an estimate of the principal items of cost, starting from the Irvington Gate House. The cost of the new construction necessary for the enlargement of Lake Chabot has been taken from the estimate of Mr. George T. Prince, C. E. See page 1 34. Mr. Prince's figures presumably include the cost of administration, heavy plant and contractor's profit, and it has been necessary to modify his total by exclud- ing the above named charges, in order to conform to the method used in my estimates. 290 ALTERNATIVE BRANCH AQUEDUCT TO LAKE CHABOT FROM IRVINCTON ( 1 ) Tunnel 1 feet diameter — 11,100 lineal feet in Santa Margarita sandstone @ $32 $355,200 4750 lin. feet in Monterey shale. (5) $32 1 52,000 (2) Siphon across Alameda Creek — Steel pipe 6.75 ft. diameter, average thickness 7-16 mch, maximum head 330 feet, 3700 lin. ft. . . .@ $20 74,000 Embankment and piers for pipe bridge across creek, blowofis, and manholes . 20,000 2 portal cuts and pipe connections — 4000 cubic yards, excavation . @ 90c 3,600 440 lineal feet pipe tunnel. . . @ $43 18,900 350 cubic yards concrete refill. @ $7 2,500 (3) Two double compartment shafts — 90 and 120 feet deep at Miles 34 and 35, respectively, 210 lin. ft.@ $100 21,000 (4) Tunnel 10 feet diameter — 23,760 lineal feet in Knoxville shale and sandstone @ $33.50 796,000 11,100 lineal feet in Serpentine.© $38 421,800 7,920 lineal feet in Knoxville shale and sandstone @ $32 253,400 (5) Seven double compartment shafts, 270, 60, 40, 1 30, 1 80, 1 30 and 1 20 feet deep at Miles 31 .9, 30.5, 30.0, 28.0, 26.8, 25.7 and 25.3 respectively, 930 ft . .@ $100 93,000 (6) Siphon across San Lorenzo Creek — Steel pipe 6.75 feet diameter, average thickness % inch, maximum head about 240 feet, 5280 lin. ft @ $17.50 92,400 Embankment and piers for pipe bridge across creek, blowoff and manholes . 8,000 2 portal cuts and pipe connections — 8000 cu. yds. excavation @ 80c 6,400 440 lineal feet, pipe tunnel ... @ $43 1 8,900 350 cu. yds. concrete refill @ $7 2,500 (7) Tunnel 10 feet diameter — 4750 lineal feet in Serpentine. . @ $38 180,500 9,500 lineal feet, reinforced, in Serpen- tine @ $44 418,000 (8) Portal cut at Lake Chabot — 12,000 cu. yds @ 90c 10,800 (9) Enlargement of main dam and auxiliary works to increase storage capacity of Carried forward $2,948,900 Brought forward $2,948,900 Lake Chabot (Mr. Prince's estimate modified to exclude engineering and contractor's profit) 2,348,700 Construction cost of Lake Chabot Divi- sion, exclusive of general administration, heavy plant and contractor's profit. . . 5,297,600 Sixteenth Division — Poopenaut Dam Eventually it will become desirable to utilize the storage of the Poopenaut Valley to conserve the surplus flood waters which will overflow from the Hetch Hetchy Reservoir. This !s a very favorable site for a dam of considerable height for a comparatively small cost. The reservoir will be much smaller than the Hatch Hetchy but of sufficient size to make it well worthy of construction at some future time. Two heights of dam have been considered for this place. The higher dam as shown by sketches on following pages is 235 feet high and would impound 1 7 billion gallons of water. The lower dam to be built as a first instalment of the high dam is assumed as 150 feet high. Following is a summary of a rough estimate of cost of the Low Dam: SUMMARY FOR A LOW POOPENAUT DAM. (With spillcrest at elevation 3,460.) Height, 1 50 feet between water levels. Length, 300 feet. Clearing reservoir site, say, 100 acres. . . . @ $100 $10,000 Camp buildings, dwellings and offices 25,000 Construction roads . . . 3,000 Camp maintenance and repairs 25,000 Temporary buildings for construction plant 23,000 Preparation of foundations, including preliminary work on future pressure tunnel ... 32,000 Water control during construction 1 6,000 Masonry in main dam and accessories, Portland cement concrete mainly made from gravel, 20 "/q "plums" bedded in body of the large structures. Draw-off gates and accessories, and steel lining of conduits Plant maintenance and repairs ... ... Landscape architectural treatment near dam. . . Engineering, superintendence and contingencies . . . 312,700 40,000 35,000 4,000 26,300 Construction cost of Low Poopenaut Dam, exclu- sive of administration, heavy plant and contrac- tor's profit $552,000 A still smaller and cheaper dam would probably serve all important purposes here for many years. 291 [5TIMATED CONTENTS POOPENAUT VALLEY RESERVOIR Computed Now 1911 1 5 £ J ? ^ o n p 9' O i 1 fT en 1~- c •4 a i 1 ' a fr a III I a N ? CJ 3. < s ^ o 01 N E o IT 8 xl ■O o 3 s o i § III o N 1 o (0 o i I 1- UJ < UJ U- 5 U. o iD o _, >- •* z UJ - o > ib 3 tr: ID O h^ 7Z ■Z. UJ ^° ^- _ Ul IJ- ^/^ - < D BY UNDE 2 ^ < § ^ r-i 1, "^ 2 Ul i* PAR O UJ £Q CC Ul u a. O 1^ o: U Q- (E — ^1 at H UJ 2 2 Z = o Ul Ol ID THI IVEN o z Z J> • o o Z r= .^ ID o ^- ^ 2: CC o ii 5 Q 5i 1- o 5 Q o a: < z 2 u. S Z) APPENDIX 9— ESTIMATE OF COST OF HETCH HETCHY PROJECT ALTERNATIVE PROJECTS FOR DELIVERY OF HETCH HETCHY WATER FROM CRYSTAL SPRINGS RESERVOIR TO THE CITY. For purposes of estimate and further study, three plans have been considered — (See Map "A", page 112.) Tunnel Plan This is the most perfect, but in comparison it appears un- necessarily expensive, and economy is important in view of the great cost of the enterprise as a whole. 1 — A single ao,ueduct consisting as far as practicable of 1 0-foot diameter pressure tunnels, built to full size, with pipe connections across the valleys where tunnels are not feasible. Two lines of cement-lined pipe, 7.5 feet net diameter, are specified for these cross-valley connections between the tunnel portions of the aqueduct, one to be laid at the outset, and the other later when needed. Two 7.5-foot pipes, with the hydraulic gradient available, are capable of delivering much more than 200 million gallons daily, but with this liberal pro- vision it will be possible to meet the daily fluctuations of draft, or to speedily refill depleted service reservoirs. For this plan the tunnel intake from Crystal Springs lake is located about one mile northerly from the San Mateo dam. The floor of the tunnel at elevation 1 75 is low enough to draw Crystal Springs reservoir down 1 00 feet. It will be possible to get at least six miles of pressure tunnel in the Buri- buri ridge. The proposed tunnel location runs nearly parallel with San Andreas lake for one and one-half miles. A connec- tion can be made by means of pumps and a short branch tunnel to that reservoir, with its flow line at 1 25 feet higher eleva- tion than the Crystal Springs reservoir after the dam at the latter place has been raised to its final elevation. This junction point and pumping station can be conveniently located about one and one-half miles westerly from Millbrae. A suitable arrangement of connections and gates at this junc- tion beside providing for feeding the water into the reservoir, will also permit of drawing it back into the main aqueduct, or some other conduit, to continue its course by gravity to portions of the city at higher levels than can be supplied directly from the Crystal Springs reservoir. This San Andreas lake connection will make the existing pipe lines of the Spring Valley Water Company's San Andreas system available for the delivery of Hetch Hetchy water to Lakes Merced and Honda, and to the College Hill and Lombard street reservoirs. From the north end of the Buriburi tunnel there will be about 3.9 miles of 7!/2-foot pipe across the valley to San Bruno mountain, where there is another pressure tunnel 3.3 miles long extending to the Islais Creek valley. In this vicinity a junction can be made with the city's distribution mains permit- ting direct delivery of water into the same, also to the low- service reservoirs at College Hill and University Mound, or by continuation of the main aqueduct by pipe line and a short pressure tunnel it can be delivered into the proposed San Miguel reservoir. Steel Pipe Line via Crystal Springs Reservoir 2 — A single line of 4.5-foot pipe, with or without cement lining, from Crystal Springs dam to University Mound reser- voir. This pipe would have with uniform flow, a daily capacity of about 60 million gallons and would be laid as soon as it might become necessary to supplement the capacity of the Spring Valley Water Company's existing 44-inch main from Crystal Springs reservoir to University Mound and its other city connections. Starting at the Crystal Springs the first pipe to be laid would follow the canyon of San Mateo creek to its mouth and thence in a fairly direct line over the slightly undulating ground near the base of the hills to Millbrae, where connection could be made with the pumps for the delivery of water info the San Andreas reservoir and other branches of the Spring Valley Water Company's system. From Millbrae the pipe would be buried in the highway passing thru San Bruno and the westerly portion of South San Francisco, to the San Bruno mountains; thence to University Mound the conduit would run thru mountainous country, requiring three tunnels alternating with pipe siphons across Guadalupe and Visitacion Valleys. Because of the various possibilities presented at the Millbrae pumping station for modification or temporary postponement of construction on either of the above described aqueducts, this section from Crystal Springs to San Miguel has been sub- divided into two divisions for each of the alternate propositions. Steel Pipe Line Direct from Redwood Gate House 3 — In this alternative which appears on the whole most advantageous in delivering the soft pure mountain water direct from the aqueduct, without exposure in reservoirs or admix- ture with other water, and most economical because of sub- stituting a 4.5 ft. steel pipe for the tunnel into Crystal Springs reservoir and the future by-pass along the reservoir margin, the cement lined steel pipe 6.5 ft. diameter across the bay terminates in a manifold and gate house near Redwood City, whence one branch of steel pipe 4.5 ft. diameter runs into San Francisco and another into Crystal Springs Reservoir. The cost of this is estimated elsewhere. First Division, San Miguel-Millbrae (A) Tunnel Aqueduct, capacity 200 million gallons daily. 294 5^^ MICUEL-MILLBRAE, TUNNEL AQUEDUCT The work comprised in this division extends from the gate house at the proposed San Miguel Reservoir to the gate house and pumping station at Millbrae junction of the branch hne to San Andreas Reservoir. Distance 9.70 miles. The prin- cipal items of cost taken in their order from San Miguel Res- ervoir will be — 1 — Pipe line from San Miguel Dam to tunnel connection at Mile 4.3. Laid in trench mainly along valley floor. Easy digging. 1,620 lin. ft. 4.5-foot steel pipe, ^ inch thick, weight 158 lbs. per foot, at $7.50.. $12,150 2 — Portal cuts and pipe connections at short pressure tunnel. Only one pipe will be laid at first, but provision will be made at tun- nel ends for two pipes. This will require a wider section of tunnel into which the pipes will be inserted, and a concrete cham- ber or bell-mouth at their junction with the pressure tunnel. The pipe tunnel to be re- filled with concrete around the pipes to make water-tight closure at ends of pressure tun- nel. 2.400 cu. yds. hard rock excavation in open cut, at $ 1 .25 3,000 500 cu. yds. earth excavation, at 30c. ... 150 100 lin. ft. pipe tunnel, 1 4 f t. x 6 ft., excavation only, at $ I 9 per foot 1 ,900 1 30 cu. yds. concrete refill, at $8 . ... 1 ,040 3 — 800 lin. ft. 6-ft. pressure tunnel thru hard rock, at $20.25 16,200 4 — Pipe line across Islais Creek Valley. Com- pletely buried for 80 per cent of length; passes under two railroads ; 8-ft. arch cul- vert at Islais Creek. Easy digging. 4,800 lin. ft. 4.5-foot pipe, !4 inch thick, weight 158 lbs. per foot, at $8 38,400 5 — Junction valve chamber and small gate house for connections to city distribution mains, and to San Miguel Reservoir. Substructure, 26 ft. x 28 ft. 160 cu. yds. concrete, at $15 2,400 540 cu. yds. excavation, at $1 540 Superstructure of brick or stone 2,800 Special fittings, valves and operating de- vices 9.000 6 — Steel pipe from junction gate house to north- end of pressure tunnel, thru San Bruno Mountain. To make safe against high pres- sure in San Bruno Tunnel, pipe must enter tunnel about 1,600 ft. and two lines of pipe with concrete refill will be required for 120 feet. 2,500 lin. ft. 7.5-foot pipe, '4 inch thick, weight 280 lbs. per foot, at $13. . . 7 — North portal cut and pipe connection for San Bruno Tunnel. Mountain slope is quite flat, making cut 800 ft. long. 4,500 cu. yds. earth excavation, at 30c. 1 7,300 cu. yds. hard rock excavation, at $1 Special section of pipe tunnel, 22 ft. x 1 ft.; no lining; 70% timbered. 1,600 lin. ft. excavation, at $52.50 350 cu. yds. concrete refill, at $7 8 — San Bruno Tunnel, 3.25 miles, thru sand- stone and other hard rocks of the Franciscan formation; 60% timbered; dry; deep shaft and long haul. I 7, 1 60 lin. ft. 1 0-foot tunnel, concrete lined for full length, at $35 9 — Double compartment shaft, 12ft. x 18 ft., timbered full depth. 320 lin. ft., at $125 1 — South portal cut and pipe connection for San Bruno Tunnel. Cut about 500 feet long. 2,200 cu. yds. earth excavation, at 30c. . . 8,900 cu. yds hard rock excavation, at $1 . Special section of pipe tunnel, 22 ft. x 10 ft.; no lining; 70% timbered, 1,050 lin. ft. excavation, at $52.50 350 cu. yds. concrete refill, at $7 I 1 — 4.2 miles 7.5-foot steel pipe across valley between San Bruno and Buriburi Moun- tains. Three railroad crossings and seven stream beds of from 10 to 30 feet span, classified as follows : 2,100 lin. ft. !4-inch pipe, at $13 4,000 lin. ft. %-inch pipe (average head 240 ft.), at $17 3,200 lin. ft. 1 5/32-inch pipe (average head 310 ft.), at $20 7,700 lin. ft. 9/16-inch pipe (average head 350 ft.), at $21.50 5,300 lin. ft. 5^-inch pipe (average head 390 ft.), at $23 Allowance for additional excavation and em- bankment on rolling ground, 7,500 lin. ft., at $3.50 Allow for bridges, manholes, blow-off and miscellaneous 32,500 1,350 1 7,300 84,000 2,450 600,600 40,000 660 8,900 55,100 2,450 27,300 68,000 64,000 165,550 121,900 26,250 15,700 295 APPENDIX 9— ESTIMATE OF COST OF HETCH HETCHY PROJECT 12- -North portal cut and pipe connections for Buriburi Tunnel estimate for three open cuts with a short pipe tunnel intervening. Ma- terial all a fine compact silty sand. Open cuts say altogether 1 500 ft. long. 30,000 cu. yds. sand excavation, at I5c. . 4,500 13- Special section of pipe tunnel 22 ft. x 10 ft. lined, part thru rock and part thru sand. Sand portion can be best handled by the shield method and cost assumed as double that of 1 0-foot lined pressure tunnel thru sand. 1,850 lin ft. thru sand, at $52 96,200 1,550 Im. ft. in hard rock, at $52.50. . . 81,400 700 cu. yds. concrete refill, at $7 4,900 -Buriburi Tunnel to gate chamber at San Andreas Junction; 0.5 mile thru hard rocks of Franciscan group; 70% timbered; little water. 2,650 lin. ft. 1 0-foot tunnel, all concrete lined, at $36 95.400 Construction cost of the San Miguel-Mill- brae Division "Tunnel Aqueduct", ex- clusive of charges for general admin- istration, heavy plant and contractor's pr ofit 1,704,000 (B) Alternative Pipe Line, capacity 50 to 60 million gallons daily. The work comprised in this first division extends from a connection with the city main at the southwest corner of Uni- versity Mound Reservoir to the existing pumping station at Millbrae, distance 9.25 miles. The principal items of work taken in their order from the reservoir will be — I — Valve chamber and connections with city mains and service reservoir at University Mound. 300 cu. yds. excavation, at $1 $ Three 48-inch gate valves and operating de- vices Valve chamber and connections 2 — Steel pipe to north end of Potrero Tunnel, 1,100 lin. ft. 4.5-ft. pipe |4 inch thick, weight 158 lbs. per foot, at $7.50 Piers for stream crossing ... 3 — Portal cuts and pipe connections at both ends of Potrero Tunnel. Provision to be made at tunnel ends for two pipes which requires 300 8,000 2,000 8,250 1,500 a wider section of tunnel for a short distance. 500 cu. yds. earth excavation, at 30c. ... 150 2,400 cu. yds. hard rock excavation, at $1.25 3,000 60 lin. ft. pipe tunnel 1 4 ft. x 6 ft., at $19 1,140 1 00 cu. yds. concrete refill, at $8 800 4 — Potrero Tunnel, thru hard rocks of the Fran- ciscan formation; 50% timbered. 3,200 lin. ft. 6-foot tunnel, concrete lined, at $20.50 65,600 5 — Steel pipe across Visitacion Valley, one stream crossing. 5,600 lin. ft. 4.5-foot pipe, !4 inch thick, weight 158 lbs. per foot, at $7.50 42,000 Piers for stream crossing 1,500 6 — Portal cuts and pipe connections at both ends of Guadalupe Tunnel, same as for Item 3 5,090 7 — Guadalupe Tunnel thru hard rock, 50% timbered. 2,400 lin. ft. 6-foot tunnel, concrete lined, at $20.50 49,200 8 — Steel pipe across Guadalupe Valley, some heavy grading and one stream crossing. 2,700 lin. ft. 4.5-foot pipe, |4 inch thick, weight 158 lbs. per foot, at $7.50 20,250 Allowance for additional grading 3,500 Piers for stream crossing 1 ,500 9 — Portal cuts and pipe connections at San Bruno Tunnel same as Item 3 5,090 10 — San Bruno Tunnel thru hard rock, 50% timbered. 5,800 lin. ft. 6-foot tunnel, concrete lined, at $20.50 118,900 1 1 — Steel pipe to Millbrae Pumping Station, follows highway for about 4.6 miles, and crosses tidal flat for 0.7 miles. Seven stream crossings, some extra grading. 28,300 lin. ft. 4.5-foot pipe, !4 inch thick, at $7.50 per foot 212,250 Allowance for additional grading: 3,200 lin. ft. embankment over marsh, at $1.10 3,520 5,000 Im. ft. San Bruno slopes, at $2 . . . 10,000 20,100 lin. ft. in trench in highway, at 60c. 12,060 Piers for 7 stream crossings 10,500 12 — 3 blow-offs, manholes and miscellaneous. . . 3,500 296 STUDY OF ALTERNATIVE CONDUITS FROM CRYSTAL SPRINGS TO SAN FRANCISCO Construction cost of the San Miguel-Mill- brae Division "Alternative Pipe Line", exclusive of charges for general adminis- tration, heavy plant and contractor's profit $589,600 Second Division — Millbrae-San Mateo (A) Tunnel Aqueduct, capacity 230 million gallons daily. This division comprises work extending from San Andreas Junction to Crystal Springs Intake, about 1 mile northerly from San Mateo Dam, or from Mile 14.2 to Mile 19.3, a distance of 5.1 miles, together with branch line, 0.4 miles long, to San Andreas Reservoir. Total distance 5.5 miles. (1) Gate Chamber San Andreas Junction, Mile 1 4.2, shaft 1 80 feet deep, cost of which is included in other shafts. Gate chambers, connections, gates and pumping plant $80,000 (2) Main Tunnel — 26,900 lin. ft. of 10 ft. tunnel. 70% timbered @ $36 $968,400 (3) Gate chamber and controlling gates at Crystal Springs Intake 30,000 (4) Open channel connection to Crystal Springs deep water — 1 ,200 cu. yd. earth excavation . . @ 60c 700 1 0,800 cu. yds. loose rock exacation . . . @ $1.50 16,200 (5) Branch Tunnels. 0.4 mile to San Andreas Reservoir, 0.25 mile long at Crystal Springs Reservoir. 2,100 lin. ft. of 6 ft. tunnel @ $20 42,000 1 ,300 lin. ft. of I ft. tunnel . . . @ $38 49,400 (6) Open channel connection with San Andreas. I , I 00 cu. yds. earth excavation . . @ 60c 700 1 0, 1 00 cu. yds. loose rock excavation . . @ $1.50 15,200 (7) Six double compartment shafts, severally 180, 200. 230, 180, 230 and 100 ft. deep, located at Miles 14.2, 15.3, 76.0, 16.7. 17.2. 19.3 respectively. 1,120 lin. ft. of shafts @ $100 112.000 Total construction cost for Millbrae-San Mateo Division (tunnel aqueduct) , exclusive of charges for general ad- ministration, heavy plant and con- tractor's profit $1,31 4,600 (B) Alternative Pipe Line. Capacity 50 to 60 million gallons daily. This division comprises work extending from the existing pumping station at Millbrae, Mile 14.0 to Crystal Springs Intake at San Mateo Dam, Mile 20.5. distance 6.5 miles. ( 1 ) Steel pipe to San Mateo Dam. 34,300 lin. ft. of 4.5 ft. steel pipe !4 in. thick, weight 158 lbs. per foot. . @ $8 $274,400 (2) Piers at 15 stream crossings and foundation work 15,000 (3) Allowance for additional grading. 2,600 lin. ft. in trench in existing roads @ 60c 1 .600 18,500 lin. ft. in trench over undulating land @ $1.50 27,800 1 3,200 lin. ft. in trench on San Mateo Canyon slopes @ $2.00 26,400 (4) Blow off, manholes, and miscellaneous. 3,000 (5) Pipe connections and additional pumps at Millbrae 300,000 (6) Gate house tower and controlling gates at San Mateo Dam 30.000 Total construction cost for Millbrae-San Mateo Division (pipe line), exclusive of charges for general administration, heavy plant and contractor's profit $678,200 Summarizing the totals of the estimates for the first and second divisions to get a comparison of the cost of the pres- sure tunnel aqueduct of full capacity, with the cost of an alternative scheme of development by using mostly a steel pipe of much smaller capacity than the tunnel and progressively adding more capacity by laying other pipes as demanded. Tunnel Aqueduct Pipe Line 230 M.G.D. 50-60 M.G.D. Division I $1,704,000 $589,600 Division 2 1 ,3 1 4,600 678,200 $3,018,600 $1,267,800 The above shows an immediate saving in cost by using pipe instead of tunnel, of $1,751,000. Crystal Springs By-pass. Cut and cover aqueduct. This division comprises cut and cover aqueduct work ex- tending from Crystal Springs Gate House, Mile 19.3, about 297 APPENDIX 9— ESTIMATE OF COST OF HETCH HETCHY PROJECT one mile northerly from San Mateo Dam, to terminal Gate House, Mile 25.5, at south end of Crystal Springs Reservoir. Distance 6.2 miles. ( 1 ) By-pass Aqueduct, 1 ft. diameter. Earth excavation, 1 27,1 00 cu. yds . @ 40c $50,800 Rock excavation, 44,600 cu. yds.@ $1.50 66,900 Concrete, 49,900 cu. yds. . . . @ $7.00 349,300 Backfill, 144,500 cu. yds @ 30c 43,400 Trimming slopes, cleaning up, etc., 32,740 Im. ft. at $1.00 33,000 Add for excess of embankment over aver- age as shown on typical section, say 16,500 1m. ft @ $4.00 66,000 (2) Add for culverts at 20 waterways, including excavation and masonry 45,000 (3) Add for manholes, also sluice gates at tunnel ends .... 6.000 (4) Gaging chamber ... 4,700 Total construction cost for Crystal Springs by-pass — exclusive of charges for general administration, heavy plant and contrac- tor's profit $665,000 Allowance for Overhead Charges In the following tabulation an attempt has been made to make fairly liberal additions to the field or construction cost of the works to cover items of expense which up to this tiem have been purposely omitted from the estimates presented in detail on preceding pages, but which must be included to get the final cost of the project. Item 2. Depreciation on Heav)) Plant. — Based on the assumption that the salvage value of same at the completion of the work will average about 40 per cent of the first cost. Each division has been considered as having to be supplied with all necessary machines, track and rolling stock to fully equip each working point, as if the work would be progressing contem- poraneously on all the divisions and at every working point on each division. The possibility of the plant being moved from one division to another and making it do service two or three times over has been disregarded because this consideration is of little conse- quence in tunnel work, since not much of the plant in use at any shaft or portal can ever be released before the work is sub- stantially completed. Each shaft has therefore been charged with an equipment suited to the depth of the shaft and the length of the tunnel drifts. The cost of the tunnel plant for each working point has been approximated from the following units estimated for three different cases : Plant for one shaft and two drifts each '/i mile long.$39,000 Plant for one shaft and two drifts each I mile long . 60,000 Plant for one shaft and two drifts each 2 miles long 96,000 As a charge for the special plant required for the long pipe lines has already been included in the unit costs of pipe, the additional allowance for those portions of the aqueduct have been comparatively small and apply only to excavating and concrete machinery; and derricks, pumps, etc., for minor structures at water ways. For this surface work the plant is regarded as movable from one point to another as the work progresses. The floating equipment such as dredgers, tugs, piledrivers, scows, etc., required for the Bay Head and San Joaquin River crossings has been regarded as rented and is figured into the special estimates for extra work at those places. Item 3. — Construction of Roads and Trails: This applies to local work such as roads about camp and short construction roads to shafts, quarries, sand and gravel pits, etc., and does not include any part of the cost of the main construction road from Rosasco to Hetch Hetchy dam site, or the Scenic Roads near the Hetch Hetchy Reservoir, which have been estimated separately. Item 4. — Transportation of Laborers: This item of expense will depend on the remoteness of the work from San Francisco, also on the labor supply. If labor has to be imported from dis tant places, the cost may become a very important item. Item 5. — Contractor's Bond and Liability Insurance: The contractor is usually required to give bond of from 1 to 20 per cent of the total amount of his contract to insure the faith- ful performance of his work. The premium charged by bond- ing companies is usually one per cent per annum on the amount of the bond. For a contract extending over two years, this would amount to from one-fifth to two-fifths of one per cent of the construction cost of the work. The rates for employer s liability insurance are based on the amount of the payroll and vary according to the character of the work. The rate is less for men engaged in ordinary labor on the surface of the ground than for those in the more hazardous occupation of tunnelling. The minimum rate on the Pacific Coast for laborers subjected only to common hazard is one-half of one per cent of the amount of the payroll for that class of labor. The allowance m this estimate of one per cent of the con- struction cost of the work would seem to be more than enough to cover the actual charges for bonds and liability insurance. Item 6. — Contractor's Profit: Contractors generally figure on a profit of from 1 to 20 per cent of the cost of the work 298 OVERHEAD AND HEADQUARTERS EXPENSES to them, according to the size of the contract, and the length of time required for its performance. Where the contract involves the purchase of large quantities of material manufac- tured by other parties it is proper to reduce correspondingly the percentage of profit, allowing the contractor only a commission for acting as purchasing agent. In these estimates 1 5 per cent has been added for regular profit in all cases except Divisions 4, 6 and 8, where account has been taken of the great quantity of steel entering into the long pipes of large diameter. For these three divisions the percentage of profit has been figured on the basis of 3 per cent profit on the cost of steel delivered at tidewater, and I 5 per cent profit on the remainder of the work. Item 8. — Administration, Legal Services, and Headquarters Engineering: It is assumed that the general management will be assigned to a Water Board appointed by the Bay Cities and to be given full authority over the matters concerning the construction of the Hetch Hetchy project, thereby following the method which has given the most satisfactory results in cities where water works construction has been carried out on a large scale. This Board should have an engineering organization of its own, independent of the City Engineer. The work of the engineering department naturally divides itself into two classes, — (a) The executive and designing work of the central office, including general surveys, lines of bench levels and other pre- liminary work. (b) The field work of giving lines and grades, making measurements of quantities for estimates, keeping account of costs and maintaining proper supervision and inspection. The cost of the field engineering (b) has been included in the construction cost, thus leaving only the headquarters en- gineering to be accounted for at this time. In the effort to obtain data upon administration and head- quarters cost from similar large enterprises we note the fol- lowing : From statements of cost in the Annual Report of the Board of Water Supply for the City of New York for the year 1 910, the headquarters and administration expenses appear to have been as follows: In percentage of entire cost. Administration 0.75% Legal services and land condemnation 2.58<'/o Headquarters engineering 2.00% Field 6.28% The work was apparently only about one-half completed at the date of the report. While the designing was largely completed, on the other hand the above percentages refer to total cost, instead of construction cost, which lessens the figures. From the Sixth Annual Report of the Los Angeles Aque- duct Commission we deduce from costs given up to June 30, 1911. Per Cent of Per Cent of Entire Cost Construction Cost Administration and engineering 2.6 2.3 Legal expenses 0.31 0.33 Field engineering 2.0 2.3 Remembering that Field Engineering has already been in- cluded in our construction costs on the basis of the Los Angeles work, and omitting that item from the totals given below, we have for New York — Administration, Headquarters en- gineering and legal services 5.33 per cent Los Angeles — Administration, Headquarters en- gineering and legal services 2.91 per cent The cost of condemnation proceedings in New York is gen- erally considered excessive. In view of the fact that in neither case above was the work finished and that these expenses largely precede the construction, an allowance of 3'/2 per cent has been assumed as a fair one to be made in this estimate. It must be remembered that the above estimate for engineer- ing is for headquarters engineering only, and that there must be an addition of 7 to 9 per cent of the construction cost for field engineering and inspection if the work is done by contract. 299 OVERHEAD COSTS ON DIVISIONS OF HETCH HETCHY PROJECT WHEN DESIRED. , , . . i .1 ^ Note that some of these items pertam to Oakland, Berkeley. Alameda and other communities and that some may be deferred many years. The proposed structures have been designed with a view lo an ultimate supply of 400 to 500 mil. gals, daily to San Francisco and the bay cities, but for the initial devel- opment the works will only have a capacity of 240 mil. gals daily de- livered to Irvington Gate House, and thence to Crystal Springs and Lake Chabot, of not less than 100 mil. gals, daily for each branch. AH the tunnels and permanent ma- sonry structures (except dams) are to be built full size at the start, but the immediate capacity of the long pipe lines will be only sufficient to take care of the first development. This statement shows the estimated field construction cost of each divi- sion and the additional allowances for overhead charges to obtain a total sufficient to cover the entire cost of the work from start to finish. MAIN AQUEDUCT. ■O TO ^ S 5- XI to I 2. a ^^ <^ O 3" O O 3 O P_ n ^1 V at n> ^ U) ro 3 > 00 3 „ 2. <■ O^ o ^' bo I o' ^-"i T15- ^ 0\ < = 9. I < Hetch Helchy Eleanor- Cherry. Dam ana Tunnel and Reservoir. Dams. H r ^ ^ Divis Eleanor Dams an unnel. Le (May be ~ 3 P ?T ^B- a < 3 S^ ^ o" 3- D 5' ft) 3 2., SI3- — 2„ re 9 ■<; 3 ■ 2. erry. eservoirs and 6.8 Miles, erred.) (1) Total Construction Cost, exclu- sive of general administra- tion, heavy plant, contract- or's profit and other items specified below (2) Add for heavy plant — net cost after probable 40% salvage on compressors, hoists, drills, pumps, crushers, concrete mixers, miscellaneous ma- chinery, rails, rolling slock etc (3) Cost of local construction roads and trails (4) Transportation of laborers... (5) Contractor's bond and liability insurance 1% of Item 1 . . . $2,684,000 93,000 16,400 5,000 27,000 (6) Total ^ (7) Add for contractor's profit 1 5% of Item 6. except for Divisions 4, 6 adn 8, where the percentage has been re- duced because of the large quantity of purchased ma- terial entering mlo the long pipe lines. The percentage noted for each case repre- sents 3% on the cost of steel and 1 5% on the remainder of the amount of Item 6. . . (8) Add for administration, legal services, headquarters, en- gineering (designing) , etc., 31/?% of Item 6. See foot note (e) (9) Add for water rights, lands and easements for right of way $2,825,400 $836,300 76,800 1,000 1,500 8,-100 1^924,000 $339,000 31,800 3,000 2,000 3,400 $379,200 n $3 % 309,000 99,000 167,600 ,401,000 138,600 32,300 (5,000 "$1,100,900 14% 52,000 229,400 74,200 _^ 30,300 $l,175,100i $479,600 $1,854,000 120,000 7,000 3,500 18,500 $15,391,400 625,200 40,000 30,000 154,000 $3,856,8001 $725,800 $2,003,000 $16,240,600 I 13,300 4,800 ^449,300 160.500 1.283,000 I I 341,0001 83,1001 218,000 (10) Total (11) Add for interest on expend- itures during construction, 4'/9% for 3 years on one- half of the total cost, or I3V?% of one-half of Item 10 ._. .^.....^.. (12) TOTAL, being the EN- ; TIRE COST of the fully!. „ „„„ .„„ completed work if .:).bdO,4UU (a) $42,200 deducted for Calaveras Branch not essential to Hetch Hetchy project. (b) $743,600 deducted for San Antonio Reservoir and branch tunnel and gate house not essential to Hetch Hetchy project. (c) $59,800 deducted for grading road from Rosasco to Tuolumne River at Red Mountain Bar and for highway bridge across river. This cost is now included as a part of the cost of the construction railroad. Division 13. (d) The length of the scenic roads is optional from 22 to 15 miles, or even less. Ten miles of first-class road and ten miles of cheaper road have been provided for in the above estimate, 300 300,000 70,000 8.000 328,200 12,000 10,000 38,600 .$4,245,600 163,800 3,000 7,300 $899,900 12% 1.999,000 568,000 215,700 $2,381,000 $19,023,300 $2,541„500 636,800 148,500 31,700 $5,062,600 $20,306,300 135,000 31,500 *166,000 $1,656,000 103,800 50,000 3,500 16,600 $1,829,900 274,500 64,000 *1,070,000 $1,232,400 $3,238,400 $5.403.6001 $1,315,5001 $3,456,400 OVERHEAD COSTS ON DIVISIONS OF HETCH HETCHY PROJECT BY DIVISIONS GROUPED IN ORDER OF THEIR IMPORTANCE WITH RELATION TO THE DEVELOPMENT OF THE TUOLUMNE SUPPLY PRIMARILY FOR SAN FRANCISCO, AND SECONDARILY FOR THE OTHER BAY CITIES WHEN DESIRED. (Note that some of these are alternatives of which only one would be used, and that some of this work may be deferred many years.) San Francisco — Crystal Springs Connection. Lake Chabot Development. Crystal Springs By-Pass. Construe- i Scenic 1 tion Road. ! Roads. | Tunnel. Alternative Pipe. Tunnel. Alternative Pipe. Aqueduct. Reservoir. Poopenaut Main Aqueduct. Division 13. Construction Road, with Temporary Railroad. Length 62 Miles. Division 14. Scenic Roads at Hetch Hetchy and Tiltill Valleys. Length 20 Miles. See Foot Note (d). Division 1 . San Miguel— Millbrae. Length 9.75 Miles. Division 1 . University Mound to Pumping Station at Millbrae. Length 9.25 Miles. Division 2. Millbrae— San Mateo. Length 5.40 Miles. Division 2. Millbrae — San Mateo. Length 6.5 Miles. Division 1 5. Irvington — Chabot. Length 15.55 Miles. Division 1 7. Main Dam and Dike for Raising Lake Chabot to Flovk^ Line at Elevation 350. Division 3. Crystal Springs Reservoir By-Pass. Length 6.20 Miles. Division 16. Poopenaut Dam and Reservoir for Low Dam to Elevation 3460. Division 10. Canyon. Length 12.10 Miles. $572,000 $341,000 $1,704,000 $589,600 $1,314,600 $678,200 $2,948,900 $2,348,700 $665,000 $552,000 $2,382,300 417,800 5,000 91,200 49,800 124,800 4,800 295,000 80,000 36,000 150,000 274,800 "6,000 2,000 28,000 1,000 6,500 500 8,000 6,000 1,500 1,000 39,500 4,000 1,000 1,000 7,500 1,000 2,500 23,000 6,000 5,700 3,400 17,000 5,900 13,100| 6,800 29,500 23,500 6,600 5,500 23,800 $1,001,500 $351,400 $1,841,200 $652,300 $1,462,000 $696,800 $3,316,900 $2,454,200 .$716,100 $710,000 $2,709,900 150,200 52,700 276,000 97,800 219,300 104,500 497,500 368,000 107,400 106,500 406,500 35,000 12,300 64,400 22,800 1 51,100 24,400 116,000 85,800 25,000 24,800 94,800 20,000 221,000 $2,402,600 86,000 13,200 30,000 93,000 100,000 13,200 1,000 $1,206,700 .$416,400 $858,900 $1,745,600 $855,700 $4,023,400 $3,008,000 $861,700 $841,300 $3,212,200 81,400 28,100 162,000 57,900 117,5001 57,700 271,000 203,000 1 58,100 56,800 216,500 1 1 $913,400] .$4.294,4 001 $3,211,000| .$919,8001 $898,100| .$3,428,700 7ir"This"l,ipDliis^lel7brthr'h^q^rterrexpense. The cost^loi^'fl^ld^nqi^ieerinB on the basis of Los Angeles amounts to 2'^% additional. $1,288,100] $444,500] $2,564,600] $916,800] $1,863,1C This latter amount has been charged into the construction cost (Item I ) for each division. On the new Catskill Aqueduct for the Citv of New York, and on the aqueducts recently built for the Boston Metropolitan District, where the work was mostly done by contract, the additional cost of field engineerine and inspection apparently averages as much as 7% or even 8%. of the cost of the entire work. *Includes cost of land and water rights for Hetch Hetchy, Eleanor and Cherry. 301 APPENDIX 10-THE STANISLAUS RIVER AS AN ALTERNATIVE SOURCE 302 Appendix No. 10 STANISLAUS RIVER PROJECT AND COST ESTIMATE By C. E. Grunsky, Consulting Engineer. July 31, 1912. (Abstract of report filed in triplicate with Advisory Board of Army Engineers on August 1, 1912, Revised August 20.) The Stanislaus River as a source of water for San Fran- cisco deserves consideration only because of its location just north of the Tuolumne River. This is, therefore, a source of supply which though inadequate as an independent source might conceivably be available for supplementing a supply from Lake Eleanor and the adjacent region. This river was reported on as an independent source of supply by the writer, at that time City Engineer, in 1901. (See Municipal Reports 1900-01, Appendix, pages 344 to 347.) The South San Joaquin and Oakdale irrigation districts are now engaged in the construction of a diverting dam and irri- gation canal of large capacity for irrigating about 143,000 acres, which makes water from this source even less available for San Francisco than formerly. Catchment Area The Stanislaus River has a drainage basin above Knights Ferry of about 935 square miles, but the area under possible storage control is very much less, as will be seen by the map, and the possible reservoir sites are scattered on the headwaters where tributary areas are small and they make poor regulators for the river as a whole. It is one of the smaller of the large streams that drain the western slope of the Sierra Nevada. The lower portions of its watershed have the usual characteristics of the Sierra Nevada foothills region, being fairly well covered with foothill oak, pine and scrub growths up to elevations of about 3,000 feet. Above this elevation particu- larly on northern exposures are coniferous forests largely in private ownership. Possible Sources of Pollution Mming and the cutting of lumber, also farming in the small valleys which abound in the foothills, have brought into the lower part of the watershed a considerable population. Mur- phys. Angels Camp and Vallecito are among the small centers of population. In the higher mountains there are some sources of possible pollution such as the lumber camps and occasional summer resorts such as Strawberry on the South Fork and here and there the headquarters of cattlemen, but nearly all of the high mountain area tributary to this river is in the Stanislaus National Forest Reservation. No Sites for Large Storage Reservoirs The Stanislaus River flows from the high volcanic and granitic summits of the Sierra Nevada in deep canyons. In this respect it has the same general characteristics as the other Sierra Nevada rivers, but there is less of the bare recently glaciated granite as one goes northward from the Tuolumne. Of the three forks of the river noted on the map as the North Fork, the Middle Fork and the South Fork, the largest and most important is the Middle Fork, feeders of which descend from the summit of the mountains. At some points along its course the canyon in which this branch of the river flows, widens out to the semblance of valleys as at Eureka Valley and Donnell's Flat and at a few other points. The North Fork lies in a deep and narrow canyon receiving but few tributaries after leaving the summit region of the moun- tain range. At only one point in this canyon, noted as Ramsey on the map, is there a sufficient widening to justify the assump- tion of storage possibilities. In the summit region, however, of this branch, as well as on the Middle Fork, are a number of glacial depressions or valleys such as Bear Valley, Silver Valley, Utica Reservoir, Union Reservoir, Kuhn's Meadow and the lower Highland reservoir site on the North Fork; Sand Flat, Kennedy Meadows, Relief Reservoir and Ken- nedy Lake on the Middle Fork which are or can be made available for some storage of water. The South Fork of the Stanislaus does not extend to the crest of the Sierra Nevada. Its watershed is long and narrow. Its two principal branches are Herring Creek and Strawberry Creek. On Strawberry Creek are three small reservoirs. There 303 APPENDIX 10— THE STANISLAUS RIVER AS AN ALTERNATIVE SOURCE are several reservoirs on the South Fork, some of which have been in use since I 85 7. These are known as the Lower and Upper Strawberry and the Big Dam reservoirs. These formed a part of the Tuolumne County Water Company's system which has in recent years been acquired by the Sierra & San Francisco Power Company. Foot Hill Reservoirs Undesirable for City Supply Should surveys show it possible to divert portions of the Stanislaus water left after satisfying the irrigation priorities into some reservoir that might conceivably be found in the foot hill region, such a reservoir would not be suitable for domestic water supply to San Francisco because of shallow flowage. Algae and other organic growths would flourish under the warm temperature and abundant sunshine, nor would such low altitude permit economic transportation to the city. Diversions from Stanislaus Into Tuolumne Watershed About midway the course of the river between the junction of the Herring Creek and Strawberry Creek, and the junction of the South Fork with the Middle Fork, there are several places where the South Fork canyon widens out as at Hales Mill; at Playfair; Lyons Ranch and Lyons Flat. Some of these small storage possibilities have been utilized. At Lyons Flat there is a small reservoir which is part of the old Tuol- umne County Water Company's system. This receives the water from the upper South Fork reservoirs, and from it the water is carried by ditch and flume across the summit that separates the South Fork from the watershed of the Tuolumne. It thus happens that practically all of the water in the old Tuolumne County Water Company's system of ditches taken from the Stanislaus is used in the basin of the Tuolumne River. The reservoirs already mentioned on the North Fork, the Union, the Utica and Silver Valley are parts of the ditch system belonging to the Utica Mining Company. The water which is liberated from these reservoirs flows in the North Fork to a point about 3 miles southeasterly from the Calaveras Grove of Big Trees and is there diverted into a ditch which carries it out of the canyon into the vicinity of Angels. The South Fork Storage Reservoirs The Big Dam reservoir occupies a glacial granitic valley. The dam site is bare glaciated granite. The dam was con- structed of large tamarack logs, 2 to 4 feet at the butts, up to a height of about 35 feet. On top of the log cribwork, there was originally an upper section of the dam built of hewn tim- bers bringing the crest of the structure to a height of about 52 feet above the lowest part of its base. This upper work, however, had been allowed to go to pieces and the dam, when examined by the writer some years ago, was efi^ective only to a height of about 35 feet. The dam has a skin of hewn tim- bers covered with gravel and earth. The crest length of the original structure was about 460 feet. The Upper Strawberry dam is built of cedar logs, has a crest length of 584 feet and a maximum height of about 40 feet. This dam is located about 7 miles below Big Dam on a granite reef which crosses the river at the lower end of a flat of about 50 acres. The crest of this reef is irregular and broken and the dam is fitted to it. The main dam is supple- mented by a short low earth dam closing a depression where the granite reef approaches the mountain at the northwest and also by an earth filled cribdam closing a narrow gap some 1 40 feet to the eastward of the main structure. The crest of the dam is at the full height to which storage is practicable at rea- sonable cost. The Lower Strawberry dam is about one-half mile above the mouth of Herring Creek. It backs water up to within about one-quarter mile of Upper Strawberry dam. The dam closes a gorge at the lower end of a flat having an area of about 80 acres. The dam has a height of about 40 feet and a crest length of 300 feet. The effective height of the dam was in- creased by a light upper wall-like structure of hewn timbers which had, however, been allowed to go out of service. The main portion of the dam is built out of logs, with a timber skin. The storage capacities of these three reservoir sites are in- dicated in the following table, the estimates being based upon surveys by the writer: TABLE No. I— SOUTH FORK RESERVOIR SITES. Upper Strawberry. Lower Strawberry. Area. Capacity. Area, Capacity, acres. acre feel. acres. acre feet. Height B ig Dam. of dam. Area, Capacity. feet. acres. acre feet. 10 20 30 124 1,630 40 138 2,940 50 148 4,380 60 159 5,900 70 (75) (1,200) 53 310 65 910 87 1,660 105 2,630 115 3,740 The total storage at the greatest hight given in the table is thus seen to be only 5,900x1,200+3,740=10,840 acre feet equivalent to about 2.5 billion gallons, which is trivial compared with either of the four sites proposed for develop- ment by the city on the Tuolumne. Other Activities and Priorities The Tuolumne Water Company also had a dam about I I miles below the junction of Herring and Strawberry Creeks across the South Fork. This was known as the Lyons Ranch dam but served for a few years only. Its left bank abutment 304 DITCH RIGHTS AND IRRIGATION REQUIREMENTS rested against an unstable formation which was cut out by the river and no attempt was made to reconstruct the dam after its failure. This dam was located several miles above the head of the company's ditch. The capacity of the water company's main ditch, as esti- mated some years ago, may be noted at about 50 second feet, which is the amount of water that is fairly dependable from the South Fork in its present state of regulation. This water is conveyed, as already stated, by ditch across the summit which separates the Tuolumne drainage basin from the South Fork of the Stanislaus and is conveyed in a number of branches to various points of use. The first of these branches is the Eureka ditch which carries water into the vicinity of Sommersville and Soulsbyville. The Columbia branch reaches the vicinity of Columbia and the Bald Mountain branch follows the ridge between Sullivan and Wood's creeks. The water for Phoenix reservoir from which Sonora receives its supply is diverted from the main ditch at a point on the ridge between the Tuolumne drainage and the South Fork known as Whitman Pass. Before reaching Phoenix reservoir this water with a drop of about 1 ,000 feet is used for the generation of power for which there is a good market. There is an extensive system of distributing ditches and ser- vice reservoirs connected with the several branches above men- tioned. The water which is taken from the Stanislaus by these ditches is in large part carried out from the Stanislaus into the Tuolumne watershed as already explained. Although these properties have not been offered to San Francisco, reference is made to them to show that the matter of developing a supply for the towns of the lower mountain region received early attention and that there are established rights on the stream which must be considered if any water is to be taken from the Stanislaus for the bay region. On the North Fork the Utica Mining Company has several reservoirs in use. These are the Utica, the Union and the Silver Valley. They are located high up in the mountains and command only a small watershed. From Beaver Creek, a south side tributary of the North Fork, a diversion is made by tunnel to increase the natural flow of the North Fork above the head of the Utica canal. The Utica ditch and flume has a capacity reported at 65 second feet. Its water is used at a power house on Angels Creek near Murphy and then for mining and other purposes, notably the town supply of Murphy and Angels. The waste water from the towns and mines flows back into Stanislaus River below the point where water would be diverted for San Francisco if this stream were called upon to supplement a supply from the Tuolumne River or some other source. Middle Fork Storage and Activities On the Middle Fork of the Stanislaus at Relief the Sierra and San Francisco Power Company has a reservoir of a capa- city of about 12,700 acre feet. The canal and flume of this company is reported to have a capacity of 375 second feet. The water diverted by this canal from the Middle Fork is used for the generation of power below the mouth of the North Fork and above the point hereinafter described as the point where a diversion might be made for San Francisco. The operations of the Sierra and San Francisco Power Company would tend in some measure to equalize the stream flow, and to this extent the company's operations would prove beneficial to a municipal project. There are upon this river and its tributaries, as upon all of the rivers which drain the slopes of the Sierra Nevada mountains, small diversions of water. These, though appear- ing in the records as being in the aggregate of considerable moment, need not receive any special notice at this time. Enough has been said to show that the territory drained by the river has been exploited for storage and diversion to a material extent. The diversions which call for the most at- tention are those which are now being made for the irrigation of broad tracts of land in the San Joaquin Valley, as already mentioned. Irrigation Requirements But small part of the water which flows in the river at or near the mouth of Coyote Creek, the probable point of diver- sion, could be available for San Francisco. There is a large area in the San Joaquin Valley which is dependent upon the Stanislaus River for water. The original plans for the irrigation of the Modesto Irrigation District called for water from the Stanislaus River, and a Stanislaus project was made the basis of the cost estimate which preceded the bond issue. But an opportunity was presented to Modesto District to join with the Turlock Irrigation District in the construction of the La Grange dam, and by the exclusion of a large area which was cut from the northeastern corner of the district as first laid out, the original plans were modified. If the first plan had been carried out rather more than the natural share of the valley land at its south would have fallen to Stanislaus River. At the present time canals are being constructed by the San Joaquin Irrigation District for the irrigation of 71,000 acres of land lying in San Joaquin Valley north of Stanislaus River and by the Oakdale Irrigation District for the irrigation on the same side of the river of an additional 24,000 acres and of 48,000 acres on the south side of the Stanislaus, a total of 143,000 acres. 305 ESTIMATE OF QUANTITY OF WATER AVAILABLE FOR CITY SUPPLY Only the surplus water of the river after the needs of these districts have been met should be considered available for a San Francisco Supply. The joint canal for the South San Joaquin and the Oakdale irrigation districts will be the enlargement and extension of an older ditch. The two districts have joined interests in the con- struction of headworks on the Stanislaus River and in the con- struction of a main canal. A small ditch constructed about 1 856, which later became known as the Schell Ditch, had its head at Six Mile Bar about 6 miles, by the river, above Knights Ferry. This ditch, of small capacity, skirted the lava capped table mountain on the north side of thfe river. At one place it was a flume hung by brackets from a vertical cliff, and near Knights Ferry it pene- trated, by a short tunnel, the ridge between the Littlejohn Valley and the waters of the Stanislaus. Its waters have long been used near Knights Ferry and in Littlejohn Valley for mining, irrigating and other purposes. About 1 895 this property was acquired by the Stanislaus and San Joaquin Water Company, the ditch was enlarged somewhat and extended so that some of its waters was earned beyond the foothill region, out upon the fertile plains of the San Joaquin Valley. But the types of structures were poor and the canal capacity entirely inadequate to accomplish a sat- isfactory irrigation of the lands dependent upon this ditch for water. The ditch system in the canal, in the course of time, became the property of Mr. Tulloch and associates. Mr. TuUoch, for many years, maintained a low dam just above Knights Ferry which had furnished power to a mill, and in more recent years he has used a part of the water from the Stanislaus-San Joaquin Canal for the generation of power. The two irrigation districts have now acquired, by purchase, the Tulloch rights. The original Schell ditch had a capacity of about 20 second feet. It was enlarged about 1897 to a capacity of 40 second feet, and the hanging flume near Two Mile Bar was superseded by a tunnel placed a short distance back from the face of the cliff. The ditch is now being constructed to a capacity of about 2,000 second feet. It will be used jointly, as explained, by the two irrigation districts. The diverting dam in the Stanis- laus River is a double arch structure located some distance below the original head of the ditch. Several tables relating to river discharge and water utiliza- tion contained in the report filed are omitted from this abstract. In reference thereto the following paragraphs are inserted: Estimates of the river's flow were made by the State Engi- neer of California for the years 1878 to 1884 and by the U. S. Geological Survey from 1895 to date, except 1901, 1902 and part of 1903. The results of these estimates are noted in the report in Table II. The mean annual discharge of the Stanislaus River is about 1 ,400,000 acre feet. The least annual discharge of which there is record was 350,000 acre feet (1897-98). The Quantity of Stanislaus Water Possibly Available for San Francisco The comparison of the ultimate irrigation requirement with the available supply is made by diagram and the result is noted in Tables III and IV of the report, from which it appears that a reservoir capacity to equalize flow in the amount of 240,000 acre feet would be desirable. About two-thirds of this amount or about 1 50,000 acre feet would come near enough to fulfilling reasonable requirements. It is found fur- thermore that in practically every year there would be a sur- plus, in excess of the requirement to replenish storage that would flow to waste. From these tables and diagrams it appears that this river might afford some water for San Francisco, and a further study was made of the effect of the withdrawal of an amount of 200,000,000 gallons per day in addition to the probable ultimate irrigation requirement. It was found that it would in such case be desirable to have in service reservoirs with an aggregate effective capacity of about 500,000 acre feet ( 1 60 billion gallons) ; but that there would rarely be any shortage if the storage could be brought up to about 300,000 acre feet (about 100 billion gallons). From a study of the map, it appears hopeless to secure this amount of reservoir space unless by shallow flowage in the foot hills, but the foot hill possibilities have not been fully investigated. It may be noted that the project of the South San Joaquin irrigation district includes a reservoir in the outlying foot hills with a capacity of 75,000 acre feet (about 25 billion gallons). The undesirability of foot hill reservoirs for the city supply has already been commented upon. Point of Diversion and Aqueduct Route As a tentative project for estimate purposes it may be as- sumed that the diversion of water from Stanislaus River would be made near Robinson's Ferry above Coyote Creek. Altho there are dangers of pollution involved and other objections compared with the point of diversion selected for the Hetch Hetchy water, a diversion here near Robinson's Ferry, gives the Stanislaus project the best possible showing as to length of aqueduct and cost of works. There would at this point be a low diverting dam at an elevation of about 850 feet. From this point by tunnel and covered conduit the water would be carried to some point on the river to the southward of 307 APPENDIX 10— THE STANISLAUS RIVER, AS AN ALTERNATIVE SOURCE Knights Ferry, where to secure better ground for the conduit Receiving reservoir at Altamont pumping sta- and moderate pressure there would be a drop of several hun- tion, including outlets, valves and conduit dred feet. The water would then be carried in a 60-inch steel to pump suctions I 39,000 pipe on the bench land south of the river to a point southeast p„^pi„g ^^^^-^^ complete, including all equip- of Oakdale, where it would be practically upon the Ime sug- ^^^^^ buildings, pipe connections and aux- gested in 1901 for the pipe line from the Tuolumne River. iliaries '^7'i 000 For a description of this line reference may be had to the Rj^^tted pipe. 34.000 ft. of double 48-inch writer's report on the Tuolumne River project dated July 25th, f„^^^ ^^j„ f^^^ p^^pj^^ ^^^^-^^^ ^^j^j^^ 1902 (see Municipal Reports, 1902-1903, pages 402-450). 13,408.500 lbs., includmg manholes, air- and also to the later report by Mr. Manson and the report ^^j^^^ ^^j blowoffs 804,510 by Mr. A. M. Hunt and R. Van Norden on the power and pumping stations connected with the Tuolumne River pro- ^"' ^"^ ^°^" ^°"^"''' ^'■°'" t°P °f /°''« ""^'n •^ to summit tunnel, 18,500 ft. with capacity AC. 1 R- ■ , 1 u J ,. tf 1 of 200,000,000 gals, per day 287,500 A otanislaus Kiver project as described would afrord prac- tically no power. To raise the water over the Altamont sum- Tunnels — 3 lined tunnels 39,240 ft. in aggre- mit or into an Altamont summit tunnel, pumping would be S^'^ length, capacity 200,000,000 gals. required and the capitalized cost thereof is to be taken into P^'' "^V 1,373,400 account. If constructed, however, as an auxiliary of a Tu- Rivetted pipe — steel mains connecting tunnels olumne project, the necessary power could be obtained from and extending from Altamont to the City the Tuolumne, but its cost should still be reckoned in. line of San Francisco 293,500 ft. double On the assumption that this project were carried out with 50-inch; weight 117,850,836 lbs., in- a capacity of 60,000,000 gallons of water per day, as an eluding manholes, air-valves, blowoff gates. independent project and with delivery at the south line of San ^^^ 7,071,050 Francisco at an elevation of about 200 feet, its cost would Bay Crossing — submerged crossing of Mowry be about as follows: Slough and of the Bay at Dumbarton Point — three 36-inch galvanized steel pipes. Cost of 60 Million Gallons Daily from total length 6,700 ft., with gates and con- Stanislaus, Pumped Near Altamont nections A22 850 Cost of constructing reservoirs possibly $4,000,000 Bridges, trestles, culverts and special supports Diverting dam, on Stanislaus River below on line from Altamont to San Francisco. 435,000 Coyote Creek, concrete 25,000 Tunnel and conduit about 30 miles ; about $24 1 64 110 lYz miles tunnel at $30 per ft. and Engineering and contingencies — 15o/o 3,624,610 22!/2 miles conduit at $6.00 per ft. . . . 1,900,800 I , j j . • i , • , . ^ i,:'uu,ouu Lands and water rights and rights-of-way 2,500,000 Steel pipe 60 inches diameter, 270,000 lin. ft., r r j total weight about 105,000,000 lbs., at Capitalized cost of operatmg pumps at Alta- 6c laid 6 480 000 """^ ^°P^''^''"g expenses include deprecia- r f c T • D- J V c ■ ' ' "°"^ ^' ^% 9,278,000 (crossing ot San Joaquin Kiver and of Stanis- laus River, including 34,700 ft. of trestle t . i a c T • D- ^°'^' $39,566,720 over overflow area; San Joaquin River crossing— 3-36 inch submerged cast iron Note: By reducing the capacity of the cut and cover con- P'P" 500,000 duit at Altamont and the tunnel capacities to 60,000,000 gallons per day, the foregoing estimate might be reduced about $12,905,800 $577,400. The following items are taken directly from the estimates of cost by A. M. Hunt and R. van General Remarks Norden on the "Mechanical equipment of the The nrmVrf r.f =. ,.,=f= i r i c • i n- T 1 D • . " 1 . 1 r^ L loi , project ot a water supply from the Stanislaus River luolumne Project, dated October. 9 . ex- as here ckpt^K^J ;„ .r • . ■ r t , , ,, , , r 1 , , f . . ^"^ sketched in outline is not a satisfactory one. It does cept ttiat I ^ per cent is added for engineering not seem rpa5nn;,Kl» t,. Ur.^. ( • r i J • J . . , r , n reasonable to hope for an expansion of such a project and mcidentals instead of per cent: fr, „roof«,, •. ..i i • • ■ i , . ^ '° greater capacity than the initial assumed 60.000.000 gal- 308 CONCLUSIONS REGARDING THE STANISLAUS SOURCE Ions per day, and even this amount it may be difficult, if not impossible, to secure continuously. There is no storage near San Francisco included in the estimate of cost. The project as outlined would therefore be one of low rank in the matter of reliability of service. The most that can be reasonably expected from the Stanis- laus River is consideration as a source from which a limited amount of water might be added to the water of a Tuolumne River project in the very distant future. Quality of Stanislaus Water Not Always Satisfactory The quality of the water as low down on the stream as Robinson's Ferry is an element of uncertainty in this discus- sion. It would not at all seasons be satisfactory in appear- ance, due to turbidity, for delivery to consumers without, at least, sedimentation. Neither would it be entirely above sus- picion as to sanitary qualities, without filtration, unless it could be passed through some reservoir of large capacity before de- livery to the City. No such reservoir has been indicated as a project feature and probably none entirely satisfactory could be secured unless this project is made auxiliary to the estab- lished system of water supply. C. E. GRUNSKY, Consulting Engineer. Note — Four of the six sheets of drawings which accom- panied this report are not reproduced here. Copies of all were included with the copies of this report placed on file with the Advisory Board of Army Engineers. Sheet No. 1 Showing catchment and areas of equal rain- fall is reproduced. No. 2 The portion of the catchment in private own- ership. No. 3 Mass diagram of the quantity of water avail- able is reproduced. No. 4 Provisional route of aqueduct. No. 5 Profile of conduit and pipe lines. No. 6 Irrigation districts dependent upon Stanislaus River. No. 7 Diagram of river discharge and probable utilization for irrigation and city supply. 309 APPENDIX 11— THE AMERICAN-COSUMNES AS AN ALTERNATIVE SOURCE Appendix No. 1 1 THE AMERICAN - COSUMNES PROJECT Abstract of Report by J. H. DoCKWEILER, C. E. (Outline of report filed in triplicate with the Advisory Board of Army Engineers on August 1, 1912.) The report on the American-Cosumnes project as a source of water supply for the City of San Francisco and adjoin- ing communities of the San Francisco Bay region, by J. H. Dockweiler, Consulting Engineer, dated July 24, 1912, is the result of an investigation of the water resources of the drainage areas on the headwaters comprising the American- Cosumnes project; of the water resources of the catchment of the entire American and Cosumnes rivers; of the total amount of irrigable land within this and the adjacent Sacra- mento Valley region which naturally looks to these rivers for its future development by irrigation; the water needs of this irrigable land and other general economic features dependent upon the surface water supply of this region. It is shown that there are about 658,500 acres of irrigable land, requiring about 830,000 acre feet annually, which will be dependent upon the waters of the American and Cosumnes rivers for irrigation. It is shown that there are about 80,500 acres near where these two rivers debouch into the Sacramento River, which are sub-irrigated and will therefore require no surface irri- gation. The ground water here stands at 1 feet or less below sur- face, so that if irrigation should be required, it can be done by pumping from wells located within the territory to be irri- gated. The report assumes that after these waters are used for power they will be available for irrigation. (See page 1 00 of the typewritten report filed.) It is shown that after fully providing from the waters of the American-Cosumnes rivers drainage areas the 830,000 acre feet annually required for irrigation, there remains an excess of about 220 million gallons daily. Therefore, assuming that all prior water rights within or having a claim upon the waters from the drainage areas com- prising the American-Cosumnes project other than the irri- gation future demands just mentioned are acquired by pur- chase, there would be available for diversion to San Fran- cisco about 220 million gallons daily. The report filed then takes up for discussion the various engineering features involved in the development and deliv- ery to San Francisco of the waters from this source in con- siderable detail, and cost estimates are made with summaries, giving the probable cost of development and delivery to San Francisco County line of: 1st: 60 million gallons daily, 2d: 220 million gallons daily, by projects requiring pumping 2A: 220 million gallons daily, by an all-gravity conduit. Power Possibilites on Line of American-Cosumnes Aqueduct There is a possible power development as follows: In years of normal runoff 35,200 K. W. (47,168 H. P.) and in years of critical runoff about 18,000 K. W. (24,120 H. P.). During years of critical runoff, this power is not sufficient to pump the 220 million gallons over Altamont Pass, as re- quired in the aqueduct considered first in this report. To pump 60 million gallons daily over Altamont Pass re- quires 7,200 K. W. ; 220 million gallons daily requires 26,200 K. W., or about 35,000 horsepower. In a supplemental report very recently prepared at Mr. Freeman's request, and following his types of structure and his unit costs so far as practicable, it is shown that the waters can be delivered from the American-Cosumnes drainage area to San Francisco on the lines of the Freeman project by grav- ity — no pumping being necessary, this 24,000 to 35,000 horsepower would then be available for other uses. A Brief Review of the Report Filed The report comprises 353 pages, one appendix and sup- plementary report of 1 6 pages upon the gravity flow project, and a comprehensive table of contents and index. The first four pages give very briefly a history of the San Francisco water supply investigations from 1857 to the pres- ent time. On pages 5 to 7, inclusive, are given the causes making this report necessary, namely, permit dated May 11, 1 908, by the Hon. Jas. R. Garfield, then Secretary of the Interior; letter dated February 25, 1910, by the Hon. R. A. Bal- 311 APPENDIX 11— ABSTRACT OF REPORT ON AMERICAN-COSUMNES RIVERS linger, then Secretary of the Interior, ordering the Mayor and City Council to show cause why the Hetch Hetchy Valley and reservoir permit should not be withdrawn, etc. As a result of the hearing had before the Department of the In- terior, pursuant to the letter of February 25, 1910, above mentioned, San Francisco was granted additional time in which to present its case. Quoting from page 61 : "Proceedings before the Secre- tary of the Interior in re use of the Hetch Hetchy Reservoir Site in the Yosemite National Park by the City of San Fran- cisco." "Said continuance and postponement is granted for the purpose of enabling said City and County of San Francisco to furnish necessary data and information to enable the De- partment of the Interior to determine whether or not the Lake Eleanor Basin and Watershed contributary, or which may be made contributary thereto, logelher with all other sources of rvaler supply available to said City, will be adequate for all present and reasonable prospective needs of said City of San Francisco and adjacent bay cities, without the inclusion of the Hetch Hetchy Valley as a part of said sources of supply, and whether it is necessary to include said Hetch Hetchy Valley as a source of municipal supply for said City and County of San Francisco and Bay Cities." On page 7 is given the basis upon which this American- Cosumnes project is worked out, viz: The determination of the availability of the waters from the American and Cosumnes watersheds for the use of San Francisco and the adjoining bay communities is based on the broad principles of conservation, and on the idea that San Francisco and the allied communities in seeking for a source of water supply are bound to recognize the rights and interests of all irrigable lands and other economic industries having a just and reasonable claim upon the waters in question. Not as a matter of law to be determined by the courts, but on the simple basis of the public welfare. This American-Cosumnes report, therefore, aims to dis- cover first the amount of irrigable land, the annual amount of water needed by this irrigable land and the amount of water needed by any other economic industries which have any just need from the waters of the American-Cosumnes project. The project is then planned to satisfy all these water needs and con- siders available to San Francisco only such waters as remain after fully satisfying these prior needs. Population Studies by Mr. Dockweiler On pages 7a to 71, inclusive, of the report filed, is given the estimated probable future population of San Francisco and the bay communities, the present water consumption from all sources and for all purposes — domestic, irrigation, etc. — and the probable ultimate development of the waters in the San Francisco bay region and tributary drainage areas. The present population of San Francisco and the other bay communities is (Census 1910) 728,000. During the year 1911 these communities used an average of about 1 00 million gallons daily — 5 1 from surface waters and 49 from wells and underground waters. The estimated probable yield from both surface and underground waters from all available sources is 195 million gallons daily — 146 from surface waters and 49 from wells. It is shown on the basis of the estimated increase in popu- lation and the estimated per capita consumption of water, that by the year 1 929 San Francisco and the bay communities will be using all the water that can be developed and made available in the San Francisco bay region and the naturally tributary drainage areas. The population of the San Francisco bay communities in 1930 is estimated at 1,376,000; in 1950 it is estimated the population will be 2,235,000, requiring 355 million gallons of water daily. As a check on the above population estimates there is given an independent estimate of the future population of the San Francisco bay region, based upon the assumption that the population of a seaport city depends chiefly upon the popula- tion of the country economically tributary to it. On this basis, the estimated future population of San Francisco and the bay communities in 1930 is 1.500,000; in 1950, 2,200,000 and in the year 2000, 4,200,000. On pages 23 to 97, inclusive, are given the hydrographic studies showing that during the most severe period of runoff (namely, the period 1895 to 1900, inclusive) the drainage areas embraced in the American-Cosumnes project would have yielded, with the storage considered, an average of 240 million gallons daily. This is fully set forth on draft sheet, page 96. On page 24 is given a regional map showing the boundaries of the drainage areas of the American-Cosumnes project, its airline distance from San Francisco bay, the conduit line, etc. On page 52 in given a map of the American and Cosumnes rivers drainage areas, showing that portion embraced in the American-Cosumnes project, with lines of the mean seasonal or normal rainfall. On this map it is shown that the average or normal rainfall over the drainage areas of the American- Cosumnes project is from 40 to over 60 inches. On page 98 there is given a map showing the area embraced by the American and Cosumnes project, the proposed reservoir sites, the location and amount of lands held in private or cor- 312 OUTLINES OF DEVELOPMENT PROPOSED porate ownership and the boundary lines of the El Dorado National Forest. On pages 99 to 1 69, inclusive, is given a study of the amount of irrigable lands on the American and Cosumnes rivers drainage area and the Sacramento Valley adjacent, the water needs of this area and a general discussion, with tables showing the economic industries, their production of wealth, etc. On page 102 is given a map showing the irrigable lands. On page 1 38 is given a map showing the present water development within the American and Cosumnes rivers drain- age areas. In conclusion it is shown (page 167) that during the most severe period of runoff (1895-1900, inclusive) that there must be allowed to pass from the drainage areas of the American and Cosumnes ^oject for the use of irrigationists, an average of I 6.4 million gallons daily and that the net amount of water available for diversion to San Francisco and bay communities is (page 97) 240 — -16.4, or about 223.6 million gallons daily. On page 1 69 it is stated that these waters are of good, potable quality. On pages 1 70 to 288, inclusive, are given detailed and summarized estimated costs of all the necessary structures, water-rights, rights-of-way, etc., to develop and deliver the waters from this source to the county line of San Francisco. These costs are given in considerable detail. The designs of all the more important structures are considered in detail and are here set forth as a result of an economic study. Type and Size of Aqueduct Proposed The conduit system here first considered contemplates a steel pressure pipe across the San Joaquin Valley and pumping station at Altamont (on the west slope of the San Joaquin Valley) which necessitates the pumping of all the waters over the Mount Diablo Coast Range. Substantially as in the Grunsky and Manson projects for utilizing the waters of the Upper Tuolumne. This conduit was assumed to be developed and increased as the water needs of San Francisco and the bay communities would demand and as an initial development, the conduit is proposed of a capacity of 60 million gallons daily, to be carried in two pipes each of 30 million gallons daily capacity. The successive additions are assumed to be 3 pipes laid one at a time with several years intervening, each of a daily capacity of 55 million gallons or a. total daily capacity for the 5 pipes of 220 million gallons. All the tunnels and canals are assumed to be initially con- structed to the required ultimate capacity, i. e. 220 million gallons daily. The value of the existing water rights holdings, structures, etc., upon the drainage area of the American-Cosumnes pro- ject that would have to be purchased is arbitrarily assumed at $5,000,000. Gravity Flow Project Supplementary to this report and following Mr. Freeman's development of a gravity flow plan for the Tuolumne water, an all-gravity conduit has been worked out for the American- Cosumnes project and found to be much cheaper than the conduit previously planned and described above. This will be described later. On page 281 of the typewritten report filed is given a summary of the estimated costs of the structures necessary to develop and deliver thru 5 pipes 220 million gallons daily to San Francisco, namely, $107,404,762. On page 288 is given a summary of the estimated costs, as above, for 60 million gallons daily, namely, $36,813,130. On pages 289 to 353, inclusive, are given the maps of the reservoir sites, canal lines, dam plans, profiles, etc., upon which are based the cost estimates just given. On pages 364-376, inclusive, is given a supplemental re- port considering the delivery by an all-gravity route, of 220 million gallons daily from the American-Cosumnes project to San Francisco. The delivery of water by gravity alone, from the Sierras to San Francisco is made possible by the use of large concrete- lined pressure tunnels and steel concrete-lined pressure pipes, substantially as planned by Mr. Freeman. The estimated cost for the development and delivery of 220 million gallons daily to San Francisco from the American- Cosumnes project by use of the all-gravity aqueduct is $69,- 210,710 (page 364). By using the all-gravity aqueduct no power is necessary to deliver the waters to San Francisco, hence the power here- tofore assumed to be used for pumping will be available for other purposes. The Cat Point power station complete, with accessories and double circuit transmission lines to San Francisco are estimated to cost $5,045,430, which amount is not included in the above estimate of the cost of the gravity aqueduct. Summarized Statement of the Principal Facts Shown by Mr. Dockweiler's Report on the American-Cosumnes Source The drainage areas of the American-Cosumnes project are about 350 square miles — mean seasonal rainfall from 40 to 60 inches. The nearest point of this drainage area is, in the 313 APPENDIX 1 1 -^ABSTRACT OF REPORT ON AMERICAN-COSUMNES RIVERS air line, about 1 1 miles northeast of San Francisco. The water is now pure, and with reasonable precautions can be kept so. On the American and Cosumnes rivers drainage areas and the Sacramento Valley adjacent, there are 658,000 acres of irrigable land requiring for irrigation 830,000 acre feet an- nually. 79,022 million gallons storage can be developed in 1 7 reservoirs — 1 I on the American River drainage area and 6 on the Cosumnes River drainage area. With this amount of storage on hand, the average daily yield from the drainage areas of the American and Cosumnes project during the criti- cal period, 1895-1900, was about 240 million gallons daily. Of this 240 million gallons daily about 1 6 million gallons daily is needed for irrigation uses. Therefore, the net amount of water available for the use of San Francisco and the bay counties is about 224 million gallons daily. To develop and deliver 60 million gallons daily to San Francisco (including the installation of sufficient power to pump over the Altamont Pass) will cost about $36,813,130; to develop and deliver to San Francisco 220 million gallons daily (by use of an all-gravity conduit) will cost about $69,210,710. By the year 1 930 San Francisco and the bay counties will be using all the waters that can be developed in the San Fran- cisco bay region and the drainage areas naturally tributary. The population at that time is estimated to be about 1,500,000, or just about twice the population of 1910, namely, 728,000. Population in 1950 is estimated at 2,235,000, which popu- lation will require about 355 million gallons daily, and there- fore, if proper recognition is given to the requirements for the best agricultural development of this fertile portion of the state, the American-Cosumnes source probably would be outgrown less than thirty-five years hence and a new additional source would then have to be sought. 314 Appendix No. 1 2 REPORT ON FILTERED WATER SUPPLY FOR SAN FRANCISCO By Allen Hazen, Consulting Engineer. December 4, 1911. Mr. Marsden Manson, City Engineer, San Francisco, Calif. Sir:— Pursuant to your instructions, I beg to present the following report, first, upon a filtered river supply from the San Joaquin or Sacramento River, and, second, upon the quality of the Tuolumne water and conditions growing out of the joint use of the catchment area for water supply and park purposes. The maps of the U. S. Geological Survey covering many of the localities have been largely relied upon, although some of the more important elevations have been checked by aneroid barometer, or otherwise, and personal inspection was made during June and July, in a general way, of the whole region, and in more detail of the sites for the most important struc- tures. Information as to the depths of water has been taken from the U. S. Harbor Chart. Information as to the char- acter of the various waters has been obtained from personal observations of color and turbidity, from records of analyses by the U. S. Geological Survey, from Hyde's Report to the City of Sacramento, from the City Chemist's records, and from analyses by Prof. Edmund O'Neill made for this purpose. Many features of the work have been discussed with Mr. John R. Freeman, with several engineers in San Francisco, and with others, and acknowledgment is now made for numerous valuable suggestions. PART I FILTERED WATER SUPPLY At first it was proposed to consider the Sacramento and San Joaquin Rivers separately. Afterward it became ap- parent that the greater part of the required plant was common to the two, and the whole matter was studied as one problem. Capacity of Plant Pursuant to your instructions, the capacity of the plant is fixed at 60 million gallons per day, but arranged to be capa- ble of maintaining an over-draft of 1 per cent during periods when the monthly consumption is above the annual average, 50 that the capacity is in reality 66 million gallons per day. Filters, pumps, and other parts not capable of uninterrupted service are provided with sufficient reserve capacity to main- tain the full rate of output. This is all considered as the first instalment of a much larger plant to meet remote future con- ditions, and the more permanent parts of the works, especially the tunnels, are made of sufficient size to serve three units of the size of that first constructed, that is to say, with capacity of 200 million gallons per day. Position of Intake In a general way the further downstream the intake can be placed the cheaper will be the supply. The controlling con- dition is the presence of salt water and the distance that it goes upstream. There is no adequate data to show how far salt water extends at different seasons and with minimum flows. Inquiries were made of Col. Biddle and others, but only gen- eral answers were received. The sugar refinery at Crockett takes water for sugar re- fining from the river. Sometimes at very high water it is possible to take water at the refinery. Otherwise a tank steamer goes upstream to a point where the water is suffi- ciently fresh and takes it to the refinery. It is frequently neces- sary to go thirty miles and at times nearly forty miles, or to a point on the San Joaquin River four miles above Three Mile Slough. The analyses of water actually used at the refinery indicate that water is frequently used with a greater degree of salinity than would be acceptable for a public water supply. Antioch, twenty-five miles above the refinery, gets its water supply directly from the river without treatment, and it is said to be generally satisfactory. The water opposite Antioch from another source is stated to have become distinctly brackish during the low water in the fall of 1910. At the time of my visit the rivers were in flood and the water was no doubt fresh much further down. The present year has been one of more than average flows, so that any analytical observations now made are inadequate to establish conditions in a dry year. Further, the amount of water used for irrigation is increasing, and this will decrease 315 APPENDIX NO. 12—HAZEN ON FILTERED WATER FROM THE SACRAMENTO RIVER TuplufTirle f^ivBr at LagrangB Li-l > to ce: < 00 to LJ o Qi (O < a: UJ > to => o ct: lO _J O lO I— o \jan 'Feb lMarl^ pr IfJay June July- Aug ^ upf Oc t No k Off ^ _^ T9O6 ' ~~~ ^/307 /30S llaien & VJhipple, Conaulhnx En% Expense per million gallons $130,140 $2,892,000 5.94 $279,409 $6,209,000 3.83 Pumping and Detention Project Storage at Hambre Without Filtration Outline. — In this scheme it is proposed to utihze the same headworks outhned under the Gravity Proposition and prac- tically the same conduit location. Starting from the diverting dam the first modification of any importance is the change in the hydraulic gradient from South Table Mountain to Mar- tinez; permitting of a reduced conduit section and a lesser pressure on the pipe across the Sacramento Valley, thus re- ducing the weights and cost of same. Near Martinez the water would be delivered to a pumping station at a nommal head from which point it will be lifted to the reservoirs to be located in the Arroyo del Hambre, and which would be connected together by a tunnel. The flood line of these reservoirs would be at elevation 300, and the outlet tunnel at elevation 250, thus affording considerable emergency reserve as shown m Table I. From these reservoirs the water would enter a tunnel 1 3 miles in length, discharging mto a small equalizing reservoir similar in design to that outlined for the gravity proposition, and thence delivered to San Francisco under a head of approximately 2 1 5 feet with correspondingly heavy pressure in the section 3.3 miles long beneath the harbor. The conduit from the equalizing reservoir to San Francisco would be substantially the same as described for the gravity proposition modified to care for the additional pressure. Martinez Pumpmg Station. — This station would contain four 20,000,000 gallon triple expansion verticle flywheel units with all auxiliaries, as outlined by Mr. Allen Hazen for the Antioch station for the Sacramento River project. Arroyo del Hambre Reservoir. — From a study of the U. S. Geological Survey maps it appears that two reservoirs in close proximity to each other can be obtained by the construction of three dams assumed to be built of earth with approximate heights of 115 feet, 140 feet and 55 feet, and containing 901,200, 1,516,600 and 55,000 cubic yards respectively. Ihese reservoirs would be interconnected by means of a tunnel or 200 million gallon daily capacity, and the water delivered to one and drawn from the other. The watersheds of the two reservoirs combined as shown in Table I, amounting to 6,125 acres, it is assumed, will have to be bought outright and parked, to protect the stored water from contamination. Oakland to Martinez Tunnel. — Owing to the higher eleva- tion this tunnel will be approximately two miles shorter than the corresponding tunnel in the gravity proposition. Estimate of Cost. — The same general remarks applied to the estimate of cost of the Gravity Proposition apply to the fol- lowing estimate of cost of the Pumping Proposition. For this alternative project an estimate was then made with same detail as that just previously described. These are given fully in the copies filed, but only the final results are pre- sented here. FEATHER RIVER PROJECT— COMPARATIVE COST OF GRAVITY AND PUMPING PROPOSITIONS. SUMMARY. 60,000,000 gallons 200,000,000 gallons development. development. Gravity. Pumping. Gravity. Pumping. Construction cosl $41,332,137 $39,660,1 14 $91,1 15,938 $80,454,246 Land and right of way 892,800 843,300 892,800 843,300 Total plant cost. .. .$42,224,937 $40,503,414 $92,008,736 $81,297,546 Capitalized cost of op- eration 2,892,000 4,485,350 6,209,000 11,638,000 Value of 195 feet dif- ference of head in delivery to San Fran- cisco 2,170,000 — 7,233,000 $47,286,937 $44,988,764 $95,450,738 $92,935,546 Difference in favor of pumping proposition. — 2,298,173 — 2,515,192 COST OF WATER DELIVERED IN SAN FRANCISCO. Under 215 feet head. Per mil. gals. 60,000,000 Gallon Development — Annual charges, interest and depreciation on $40,503,414, at 6 per cent $2,430,205 1 10.97 Operating expense 201,841 9.21 Total $2,830,046 120.18 200,000,000 Gallon Development— Annual charges, interest and depreciation on $81 ,297,546, at 6 per cent $4,877,853 66.82 Operating expense 523,71 7 7.1 7 Total $5,401,570 73.99 In the estimated cost of the plan no account has been taken of the cost of making what would appear to be the necessary arrangement with the Great Western Power Co. in regard to the City gaining a positive control of the amount of water to be turned down from their storage as the same is required for use below. 353 APPENDIX 15— ABSTRACT OF REPORT ON FEATHER RIVER AS AN ALTERNATIVE SOURCE Conclusions In conclusion it appears that in event of a necessity for utilizing the Feather River as a source of supply for the Metro- politan district about San Francisco, that up to the extent of 200,000,000 gallons daily it would be cheaper to adopt a line of development as outlined for the Pumping Proposition. At such time when the demand exceeds 200,000,000 gallons per day it will be necessary to install a filtration plant to take care of the additional demand. The cost of an initial development of 60,000,000 gallons per day would amount to approximately $45,000,000 plus probably $1,000,000 for water rights; the cost of the 200,- 000,000 gallon project would be nearly $93,000,000 witf another $1,000,000 added for water rights. It is extremely doubtful if the advantage of the Feathei River in regard to the quality of the water is sufficient to offsel the additional $22,000,000 necessary to develop this project in preference to the Sacramento River Filtration Project. Note: The three sheets of drawings accompanying this report are nol reproduced here, but copies are included with each of the three copies of this report placed on file with the Advisory Board of Army Engineers. Sheet No. I shows lines and areas of equal rainfall. Sheet No. 2 shows provisional location of conduit line, Big Bend to San Francisco. Sheet No. 3 shows profile of ground along aqueduct, also hydraulic gradients for gravity and pumping projects. 354 Appendix No. 1 6 YUBA RIVER AS A SOURCE OF WATER FOR SAN FRANCISCO By C. E. Grunsky, Consulting Engineer. July 31, 1912. Yuba River received consideration as a source of water for San Francisco in 1 90 1 . At that time the writer, then City Engineer, directed a careful examination particularly with a view of determining the merits of a proposition then made by the Marysville and Nevada Power and Water Company to supply water to San Francisco. Reservoirs and canal routes so far as necessary to determine feasibility and to serve as a basis for a cost estimate were made and the results of the work was set forth in a progress report filed on August 12, 1901, with the Board of Public Works (see Mun. Reports 100-01, pages 384 and 409, etc.). The cost of bringing 60,000,000 gallons of water per day from the North Fork of the Yuba River to San Francisco was then estimated at $38,608,300.00. The project, as at that time outlined, included filtration of the water and it was as- sumed that the Bay of San Francisco would have to be crossed by tunnel. No estimate was made for large amounts of water such as 200,000,000 gallons per day or 400,000,000. This river falls so closely into the same category as the Feather River in so far as character of watershed and suffi- ciency of supply is concerned, and also in the matter of a con- duit route to San Francisco that only a few words need be added to what has been said in earlier reports. The flow of the river is indicated by results of gagings made by the U. S. Geological Survey and published in Water Supply papers. These results by months are shown in the following table: The water shed of the Yuba River and particularly of the North Fork of the Yuba is already well occupied by power companies and all conveniently available storage sites are in use or their early use is contemplated. Such use is an advantage to a diversion of water for municipal purposes, because it will aid materially in equalizing the otherwise irregular stream flow. The naturally large water output from the watershed of the Yuba River, which has an area of about 1220 square miles, at the junction of the North and South Forks, will be increased by all such storage at the times when the river is at low stages. It may confidently be assumed that this river will be able to supply not only the water that may ultimately be required by a comparatively small valley area dependent upon it for irriga- tion water, but also such water as should be available for San Francisco and for a Metropolitan Water District, which will ultimately be in need of water in large amount from some re- mote source, such as this river. However, not all of the water that may be ultimately re- quired for use in and near San Francisco, will be the natural stream flow. Some of it will come from storage whether the same is finally owned or controlled as a part of the water supply project, or whether it is simply diverted because no one else has a superior right to the waste flow from power stations. It may be well conjectured that if the City goes about the securing of rights on the Yuba River that it will find itself in more or less conflict with such projects as that known as the Hotle project for the irrigation of lands between the Yuba and Feather Rivers, and with those who control the waters TABLE I— YUBA RIVER DISCHARGE AT SMARTSVILLE. From Records of U. S. Geological Survey. Month. 1903. January February March April May June 'l73,2i7 July 55.277 August 31,728 September 28,502 October 33,818 November 291,154 December 123,529 Drainage Area= 1,230 Square Miles. In Acre Feet. 1904. 1905. 1906. 1907. 118,302 301,500 465,000 307,000 857,805 278,100 276,000 783,000 946,848 437,000 738,000 1 ,060,000 633,005 401,700 522,000 780,000 649,371 373,300 664,000 538,000 276,694 184,500 595,000 402,000 71,080 48,080 206,000 188,000 35,663 28,960 45,700 45,300 37,904 25,530 30,900 30,000 114,060 27,850 24,800 31,800 70,215 28,200 45,000 28,100 140,192 34.800 254.000 97.800 1908. 208,000 128,000 221,000 286,000 320,000 189,000 43,300 21,500 19,600 32,000 284,000 47.000 1909. 1,410,000 541,000 328,000 437,000 520,000 388,000 83,600 37,200 25,600 33,400 298,000 403,000 1910. 278,000 244,000 502,000 470,000 288,000 76,200 32,300 20,200 22,500 23,900 38,900 86,100 1911. 480,000 381,000 509,000 626,000 508,000 568,000 1 58,500 37,400 27,000 29,200 36,700 30.600 355 APPENDIX 16— THE YUBA RIVER AS AN ALTERNATIVE SOURCE liberated from reservoirs at points in the watershed above the proposed point of diversion. Some of the stored water, if not subject to ownership or control by San Francisco, will be used and liberated by the power companies in the basins of the other streams and will in such event fail to reach the proposed point of diversion. Such matters as these would require careful consideration if the Yuba River should really come into serious consideration as a source of supply. They have not been investigated because it is clearly evident that even on the admission of an abundance of water this river, as a source of supply, has too many disad- vantages in comparison with other sources to entitle it to more than passing notice. A YUBA RIVER PROJECT It IS believed that the best point for the diversion of water from Yuba River for a San Francisco project would be just below the junction of the North and South Forks. This point commands the full stream flow and is high enough, about 500 feet above sea level, to permit of a gravity delivery of the water to San Francisco. If a project were carried out it would be substantially the same as the Feather River project. There would be a low masonry diverting dam across the river. Tunnels and covered canal would bring the water westerly out upon the plains of the Sacramento Valley and a steel conduit (a 60,000,000 gallon capacity being assumed) would at the Marysville Buttes fall upon the line and be under nearly the same hydraulic pressure as the line described for a Feather River project. The cost estimate submitted for the Feather River project may therefore stand almost without modification for the Yuba project. The length of conduit for the Yuba project, connecting with the line as projected for the Feather River Aqueduct at a point just southwest of the Marysville Buttes is 1 5 7 miles, just one and one-half miles shorter than that of the Feather River Route. Making allowance for the difference in length of the tunnel and conduit involved, the cost of a Yuba River Project may be estimated as follows: Yuba River Project. — Estimated cost of delivery to San Francisco, 60,000,000 gallons per day, under a head of 20 feet above sea level, $43,900,000, which includes cost of works and capitalized cost of operation. The Yuba River project may have some advantages over a filtration project, with a supply from the lower Sacramento River at Rio Vista, by reason of better quality of the water. Population on the watershed of the Yuba River is not dense and the water, like all the waters of the Sierra Nevada rivers, is soft and well adapted for domestic and industrial uses. But if taken from the main stream, as proposed, it cannot be called acceptable without filtration. The question therefore arises whether some advantage of quality and the advantage of a gravity flow to the Bay region would offset the disadvantage of the lower Sacramento River from which water must be raised by pumping and from which a water somewhat inferior in quality is to be expected. The same remarks in this connection which were made in the dis- cussion of the Feather River project apply also in the case of a Yuba River project. The conduit location, as herein suggested, is shown on a small location map, and the watershed on a map based on the U. S. Geological Survey sheets. The profile of the conduit, as in the case of the Feather River project, is based on map studies, with no detail surveys or examinations of the conduit route. C. E. GRUNSKY, Consulting Engineer. 356 Appendix No. 1 7 ABSTRACT OF REPORT ON THE MODESTO AND TURLOCK IRRIGATION DISTRICTS AND THEIR RELATION TO A WATER SUPPLY FOR SAN FRANCISCO AND ITS NEIGHBORING CITIES FROM THE UPPER TUOLUMNE RIVER By J. H. DocKWEiLER, C. E. (This report, of which this is an abstract, was placed on file in triphcate with the Advisory Board of Army Engineers on July 15, 1912.) Scope of Report The report on the Modesto and Turlock irrigation dis- tricts treats of the uses of water from the Tuolumne River, California, the water needs of the said districts and the quantity of water remaining available for storage and di- version to the cities surrounding San Francisco Bay. The relation of water supply to the cities around San Francisco Bay from the Tuolumne River to the needs of water for irrigation in the Modesto and Turlock irrigation districts is discussed. San Francisco's Requirements and Satisfaction of Irrigation Priorities In the first 1 8 pages Mr. John R. Freeman, Consulting Engineer, shows that the requirements of the cities around the Bay of San Francisco will, in all probability, be at least 400 million gallons of additional water daily ; that this quantity of water can be prudently met from the Upper Tuolunme River by means of 3 dams and reservoirs, to be constructed at the outlet of the Hetch Hetchy Valley, Lake Eleanor and Cherry Valley, and from the report of Mr. Dockweiler's in- vestigation he finds that this quantity of water can be diverted without impairing in the slightest degree the fertility or agri- cultural development of the Modesto and Turlock districts — and without encroachment on their rights, and states that it is the purpose of the City to befriend these districts, and that the City's improvement will be beneficial to them. He also discusses the water claims of the districts; the area irrigable from the Tuolumne River fixed by natural condi- tions; the fact of present excessive use of water or over-irriga- tion; limits of beneficial use of water; that the City of San Francisco can obtain 500 milhon gallons of water daily in the future, without interfering with the irrigation districts; and. further, the yield of water from the catchment areas in the Tuolumne River watershed, proposed for San Francisco's use. The Turlock-Modesto Needs as Confirmed by Colorado Experience Mr. Freeman's report enclosed the report of Mr. George T. Prince, Consulting Engineer, who visited the Modesto and Turlock districts at Mr. Freeman's request, and whose re- port treats of the duty of water in East Colorado ; depth re- quired for various crops ; tendency toward using less water, with better knowledge regarding correct methods of irriga- tion ; dependency of depth of water upon rainfall ; the ques- tion of return waters as compared with conditions in Colorado ; comparison of climate of these districts with that of Colorado; the rise of the water table, due to excessive irrigation; sub- irrigation or cultivation of the soil without surface irrigation taken place in these districts. Comparisons of depth of water used with depth used in Colorado are also shown. Exam- ination of the local conditions show that a duty of I Yl acre- feet of water per year should be sufficient as an average throughout the Modesto and Turlock irrigation districts. Fur- thermore than an allowance of 2^ acre-feet per year on the soil is over ample and probably unnecessary; an allowance of 2 acre-feet should be sufficient. Mr. Dockweiler's Investigation In the Field The report of J. H. Dockweiler, Consulting Engineer, on the conditions in the Modesto and Turlock irrigation dis- tricts consists of a report dated January 29, 1912, with a supplemental report dated June 27, 1912. The main report comprises 2 1 8 pages with an appendix of 62 pages. Nu- merous photographs, maps, diagrams and tables illustrate the text. The supplemental report comprises 25 pages. The re- port of January 29, 1912, is the result of a field investiga- tion undertaken at the request of Mr. John R. Freeman, 357 APPENDIX 17— IRRIGATION WATER NEEDED BY TURLOCK AND MODESTO DISTRICTS Consulting Engineer, between July 26 and October 16, 1911, and during the period of 4 days from December 30, 1911, to January 2, 1912, and office studies and compilations of the data obtained. An outline of the work is given on pages 4 to 10. The Extent of the Irrigable Land The Modesto and Turlock irrigation districts are situated in the San Joaquin Valley, State of California, about i 00 miles east of San Francisco, and have a combined area of 257,353 acres. The districts are furnished with water for irrigation purposes from the Tuolumne River, through works constructed by each district, which works are supplied with water by means of the La Grange Dam, built on the river at the joint expense of the two districts. The description of the Modesto and Turlock irrigation districts is set forth at pages 11 to 13. The La Grange dam and reservoir are de- scribed. Photographs of the dam and reservoir appear; also of the highest recorded flood of the Tuolumne River over the La Grange Dam, of January 31, 191 1. Local Storage of Water Diverted Both districts proposed to store water available to them under their priorities on the days when it may not be needed for application to the ground. The storage reservoirs, built and proposed, of the districts are described — the Modesto dis- trict having constructed on its side of the river, between the district and the La Grange Dam, a reservoir holding 30,000 acre-feet. Both districts have reservoir sites and the total storage capacities of the reservoirs would be 168,000 acre- feet. The combined districts have a grand total of 305 miles of canals and laterals. The annual rainfall for the districts is 10 inches; normal annual temperature is 63.9. Character of Soil Soils and soil conditions have been investigated by the United States Department of Agriculture and reference is made to their publication for a statement of the facts. A map of the alkali areas of the districts — and giving the per- centage of alkali — is shown. Practically but 1,000 acres contain alkali to a harmful degree. Analyses of the seepage and drainage waters flowing from the district show them to be suitable for the purpose of irrigation. The Wastefulness of the Present Application of Water About 40 per cent of the water at present used on the land is waste or excessive use. Interviews of residents relative to excessive use of water on the land are set forth. The amount of water wasted during the year 1911 through excessive use in these distrit is sufficient for a year's water supply of a city of 1 , 1 60, 0( inhabitants, allowing each person 150 gallons per da Seepage water investigations were undertaken along the rive in the districts. Results show that the seepage along tl banks of the rivers is greatest during the irrigation season ar decreases when irrigation gradually ceases. Dry Creek, Modesto district, which before irrigation was dry, is no a running stream throughout the entire year. It discharge 1 6 second-feet in September, 1911. The depth to water was measured in 440 wells — as ncc as possible a well was measured for each section of 640 acre within the area of the two districts. This and other dat obtained regarding wells is tabulated and covered by 62 pagei As the result of excessive use of water, a total of 137,001 acres in both districts, or 53 per cent of the combined are of both districts, had water at ten feet and less below th surface. In the Modesto district 20 wells measured by th United States Government in 1 904 were measured in 1911 They showed an average rise of 12.3 feet, ranging fron 3 to 26 feet, during the 7 year interval. Twenty-five of the wells in the Turlock district measurec in 1911 had been measured at a date previous. The watei had risen in every one of the wells — the longer the period thf greater the rise, ranging as high as 23 feet. Similarly in all of fifty-two wells in the Modesto districi the water had risen. Excessive Irrigation is Injuring Large Areas, Creating Pools and Swamps Quoting a publication of the United States Department of Agriculture, the ground water began to rise with the first irrigation. Ground water rise, evidenced by flooded cellars, led to the formation of lakes. Numerous measurements were made of wells in both dis- tricts which showed that there was a gradual drop from the time that the peak of the irrigation season had passed. The water being nearest to the surface at the height of the irri- gating season and gradually dropping as irrigation became lessene'd. Pages 119 to 131 contain the tabulations, dia- grams and maps explanatory of the text. The injurious effects of a fluctuating water table are dwelt upon. (Pages 132 and 133.) The damage caused by the rise of ground water is confirmed by interviews with owners and tenants in both districts. As a result of the excessive use of water, twelve lakes have been formed in the Modesto and Turlock districts. The total area of the lakes is about 182 acres, in addition to which margining them there are large areas of practically swampy lands. During the height of the irrigation season 358 ABSTRACT OF REPORT OF INVESTIGATIONS water collects in depressions in both districts, forming lakes which disappear at the end of the season. These lakes are not included in the foregoing number. (See page 137 of typewritten report el seq. for photographs of lakes.) Drainage Work in Progress to Remedy Damage by Over Irrigation At page 1 45 el seq. will be found descriptions of the drain- age ditches constructed in both districts. Within a very short time after irrigation began, the ground water rose to injurious heights over large areas. In 1907 pumping experiments were conducted in each dis- trict with a view to draining the soil. Owing to the nature of these experiments and the poor showing made by the pumps, the open ditch method of drains was agreed upon. By the year 1 909 about 22 miles of drain ditches equally divided between the two districts had been built. After completion, lack of maintenance caused these ditches to choke up with tules and other obstructions, caving banks, etc. (See photo- graphs, page 146 et seq.) Despite the drainage ditches the ground water stands at injurious heights over large areas in both districts. In the Turlock district it is between 5 and 6 feet below the surface in land through which the main drain passes. The Turlock district looks to solve the drainage problem by means of electrically driven pumps, placed in sumps below the level of the land. The water is to be pumped into the irrigation canals. The Turlock district has bonded itself for the sum of $163,000 for the aforesaid pump installation, as per the statement of the chief engineer of said district. In the Modesto district no definite plans have been decided upon for drainage. On pages 157 ef seq. the advantages of ditches over pumping plants are discussed. Page 158 shows the location of the drainage ditches of both districts. It is estimated when 2% feet in depth of water are ap- plied annually upon 206,000 acres in the districts, that 51,620 acre-feet of water will have to be pumped annually by the districts to keep the ground water 10 feet below the surface. This water can be used again for irrigation. (Pages 161 and 162.) At pages 1 66 et seq. will be found the number of acres irrigated in each of the districts. The Present Application of Irrigation Water During the year 1905 the Modesto district irrigated nearly 7,900 acres, or 1 per cent of the area of the district. The water diverted by the Modesto canal at La Grange during this year, if evenly distributed over this area, would have cov- ered each acre irrigated to a depth of 1 0'/2 feet. (Page 166.) In this district during the year 1911 about 35,000 acres, or 43 per cent, of the district's area was irrigated. The amount of water diverted by the Modesto canal from the Tuolumne River at La Grange dur- ing the year would have covered each acre irri- gated to a depth of 5 feet if evenly distributed. Of the area irrigated in the Modesto district in 1911, 20,600 acres had the ground water from 5 to 1 feet from the surface in August. In the Turlock district the area irrigated during 1911 was about 71,000 acres, or 40 per cent of the district. The water diverted at La Grange dam during the year, if evenly distributed, would have covered each acre irrigated to a depth of 4.24 feet. Of the area irrigated in 1911 in Turlock district, 40,100 acres had the ground water from 5 to 1 feet below the sur- face in August. During the eight year period, 1904-1911, the water di- verted by the Modesto canal, if distribuled even/p over ibe area irrigated each ^ear in the Modesto district, would have covered each acre from 12 feet in depth in 1904 to 5 feel in 1911. During the 11 year period, 1901-1911, for the Turlock district the water diverted by the Turlock canal, similarly applied, would have covered each acre irrigated in the district 16 feet in 1902 and 4.24 feet in 191 1. (Page 174.) Conclusion as to Reasonable Use of Irrigation Water Each acre irrigated is to receive 21/2 feet in depth of water annually ; from the Tuolumne River 2 '/4 feet and from recovery water J/4 foot. The amount of water that both districts can beneficially use with the maximum area — 206,000 acres — irrigated from the Tuolumne River, is 533,050 acre- feet — equals 737 cubic feet per second flowing for one year. With storage drawn from present and proposed reservoirs below La Grange dam, 8 per cent is to be added to above quantity. (See page 176.) The Crops Raised Here by Irrigation On page 177 is given a tabulation showing the various, crops raised each year during the last three years, on land irrigated in the Modesto district. On page 1 78 is given similar data for the last six ye.ars in the Turlock district. Pages 179-181 treat of crops which may ultimately be raised. Also profits of feeding value of alfalfa. 359 APPENDIX 17— IRRIGATION WATER NEEDED BY THE TURLOCK AND MODESTO DISTRICTS On pages 182-194 the amount of water required by various crops is set out. (Duty of water.) On page 1 90 it is shown why water should not be used imprudently. Pages 191-193 give the effect of regulating the amount of water used upon land. The amount of water appropriated by the irrigation dis- tricts from the Tuolumne River. (Page 196.) Record of River Discharge and Water Diverted Table on page 1 98 gives monthly discharge of the Tu- olumne River for three periods between 1879 and 191 1. The average annual flow at La Grange dam for the 1 6-year period 1896-1911, equals about 2,200,000 acre-feet, maxi- mum m year 1907, 3,710,000, minimum, 850,000 in 1898. The minimum year was 39 per cent, maximum year 1 69 per cent of the average annual flow. At page 20 1 the dates when water was first turned in and last turned out in Modesto and Turlock canals for each year and on page 202 dates for last runs of laterals are given for one year. The monthly distribution of water as used in the com- bined quantities of discharge of both the Modesto and Tur- lock canals during the year 1911, was used to determine the monthly percentages for the distribution of the maximum quantity of water required by the districts, with 206,000 acres irrigated each year. The Need for Local Storage Storage will be required by the districts. An applica- tion has been made of the monthly quantities of water re- quired by the districts when irrigating 206,000 acres an- nually, to the flow of the Tuolumne River for the period 1898-191 1, with the result that Hvo years, 1906 and 1907, would have required no storage water, all the others would have drawn from storage ranging from 3017 acre-feet in 1911 to 159,924 in 1898. (Pages 204-208.) The storage capacity of the districts' proposed reservoirs is 168,000 acre-feet. Finances of These Irrigation Districts The total combined construction cost of Modesto and Tur- lock districts is $3,568,921; Modesto $1,781,677, Tur- lock $1,787,244. The annual assessment on each acre in the district for the year 1910 was, Turlock $1.76, Modesto $1.94. (Pages 212-215.) Modesto- Turlock Supplemental Report, Appendix B, Pages A to X The object of the report was to ascertain, first, the prob- able quantity of water flowing in the Tuolumne River an- nually past the La Grange dam, after the Modesto and Tur- lock irrigation districts' maximum yearly requirements (533,- 050 acre-feet) for beneficial use have been met, together with the proposed diversion of 400 million gallons daily to San Francisco from said river. Second, whether any lands contiguous to the Tuolumne River other than those of the Modesto and Turlock irrigation districts are susceptible to ir- rigation. The Water Remaining After Satisfying All Irrigation Needs The results of the study are, first, that the total quantity of water wasted yearly over La Grange dam, after satisfying Modesto and Turlock irrigation districts' and San Francisco's requirements, based upon the application of said requirements to the discharge of the Tuolumne River for the past sixteen years, 1896-1911, varies from a minimum of 91,385 acre- feet in 1898 to a maximum of 2,733,392 acre-feet in 1907. No Other Important Areas Remain to be Irrigated from this Source Second, that there is a region lying east of the Modesto and Turlock irrigation districts, through which the Tuolumne River flows, portions of which can be irrigated with water diverted from the Tuolumne River. The precise area of the same has not been determined, but plainly it is so small com- pared with the area of said irrigation districts that it can not affect the amount of water available to San Francisco in any important degree. The following table is typical of the computations under- taken in this supplemental report covering all the years since gaugings began at La Grange and which illustrates that after supplying both the irrigation districts with their full priorities and more water than they can beneficially use and after sup- plying San Francisco district with 400 million gallons daily water will still run to waste or be available for other pur- poses. 360 ho: 8 tn c ii Spa b<" i 2< 2y Q. o z 1 20 [_ Uj iJ / tJ « c/1 u. Ci 3 ^ S "^ Ci Q. O nj a. D. p a; tj 4 uj CJ < < u <> < en — Id U Q -^ Z Z H < lO 1— ( '_ -xj -t< o C' C' o C' c::' ■CD CD 00 i after irrigation districts have taken quantity which they can ?>^ 1- C-l 1- ■H Ol lO L- -H -X CO o -t T-^ CD CO ~. rxi Oi CD O 1^ beneficially use. L~ c 2 1 Quantity which must flow from o a.- O' COI-CD-HIOCCCDO CD Vj CD T-H 1^ lO lO u; — o i-H CjC LO '-H rH M O CD furnish irrigation districts' re- l^ l^ LO 03 Cr. rH CO 1/1 c 6 r^ -t CO tH rH CO V5 quirements. (Dockweiler.) r^ Discharge from remainder of Tu- o (=' -n ^ Ol CO CO o c\i cr^ -+I ctj lo C3 -ti o -tHCO-tlrHCOCO-H-tlO O 'M CO CO CD CO -t< L-^ t~ O 1- lO' ■—' lOl ^ lO C^ O (M -H CO lO CO ^ La Grange Dam. Area, 890 o — iM CD LO O] L^ lO I-H tH -+< i ) tH rH 05 t-H XI square miles. c^' SS O CD CO ■O CO rH 'VD 1-H LO CT. 'CD' '~' cr< >. ^'00 00 l.O rH CD 'CD lO CO CD T— i L^ lO lO \~ ! w. .ti t^ CI c- CO '~' 'CD — .' LO -H I— 1 Ol C' CI i ;! c ~r , X T— 1 CI in T-H CD '~' t^ LO O CjC 1-^ CO rr, c 5 tj " rt u C H CO Cn CO -|H CO T^ i-H (-1 c; c^U-^ a r^ C-'S -^ Ci o S -E b-^ "o 00 t- o CD CDIC]i-HCCir~Oi-Ht^O 1 t-. co-t_' CO'^^CDCO-^CDi-HCOLO CO waste on 206,000 acres. (Dock- weiler.) o -* X O O O CO rH ,CO rH rH rH 1 LO - - o o c O O O C O C' O O 'O 1 O 2,350 second feet, appropriation (N O T-H ■— ' coocooocoocooico< X lO X lO LO X lO X lO' CO of Turlock and Modesto Irriga- 6 Tfl O -H -H CO -t< 0-H. 6(.' -t; ^ ;; d I H H^ lin S <^ S Hj h, <1 'X' O Si P H o C CO fH T-H h CC> tH fl CD a O! o S qn n t3 CH C/} Ic- hn =2 f3 hil 'cS ^ P ^ -I.J m O O <1 361 en O < u D H UJ I H UJ P 5 o S < O O z o z H < O 5 z o Cu D Q _ Z < o 4 2 o ^ < -J UJ H U. < < U, Z D O u _1 a, a. < EC O o z Qi UJ > o 2 U tn U UJ z > CO J O en uJ O O . UJ D < -^ < UJ en a: < UJ Da < u. O UJ UJ u, UJ a: u < en UJ H H Z en H y < H en UJ ?r < UJ D C d: < UJ >- X o < UJ X Quantity available to San Francisco from its three watersheeJs after irrigation cJistricts have taken quantity which they can beneficially use. Quantity which must flow from San Francisco's watershecjs to furnish irrigation districts' re- quirements. (Dockweiler.) Discharge from remainder of Tu- olumne River watershed above La Grange Dam. Area, 890 square miles. Discharge from San Francisco's three watersheds, Hetch Hetchy, Eleanor and Cherry. Area, 658 square miles. Total quantity possibly taken by irrigation districts from Tuol- umne River. Reservoir capacity of districts, 168,000 acre feel. Total into storage. Evaporation not added. Mass curve. Quantity possibly lake storage, by districts. Quantity possibly diverted storage, by districts. Remainder of appropriation avail- able for storage, comprising re- mainder of 2,350 second feet, or flow of river when same is less than 2,350 second feet. ro CO -H t^ X UO O r-^ ^ -t fM CO 1— I (M CM -V -t< '.--. L- N ^ M C t~ CM -* (M CO -* C^ fC' CO l^- CO '■JD CO CM !» CjD CO iH -tl CO o Irrigation requirement for applica- tion to crops 2.25 feet deep on 206,000 acres plus 15'^f waste (Dockweiler). 2,350 second feet appropriation of Turlock and Modesto Irrigation Districts if continuous for whole year. o 1 U — fj c? CO i^ cC' f^ CO l~C T^' 'X' ^ CO o] C' x> rn CT, 1^ ,-H '~' "X '— CO X' X' cn X X -X '.c -t< 1^ I'T' C~. 'X ■'JD '-H l-O CC:' CO L~ Ol i-O O CO' -H CO X lO Ol CO' L— '~ lO' L- ■X i^ CO X '-JD Cr. L- '~j T— CO -1^ CM CTj UO CD CO CD CO tH L~ r- — -t< ic;. 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X '.D ' [~ CI CD CO L— CO C' l^ CO' C-- ■CC' CO ex LO 01 ,~ CO — t^ DC OC' -H r-J ,-H Ol 'CO' -H CO -H C3:> I.~ X T— ' L(0 Ol X Ol ^ CO -H CTC' I O It T-H CO O -t< X T-H CO X X T-H 00 1-H Ol CO t- Ol UO LO t H rH X I— CC C-, X t- 'JD ^ 'O L.O CO Ol Ol T-H X CC L~ Ol Ol LCO CTj Ol T-H rH 'X -H ^ l-O ^O 'O CC' I-O' O O CO -f O' ^ CO 'C; I- CO 'O CO cr. t~ CO L~ UO CO CO 1-0' ^ tH ^ ^ cr.' LCC' io:> irC' lo lo 'O C3 C3' o CO CO CO CO' CO' C3: ro -," o^' ^ CO LCC LCC liO LO -t O CO' X CO X t— CO X c^ lO -H UO GC CO t:- Ol 01 ^o CO 'X Ol ej5 X X 1CC> X X CD 'CD Ol CXI ex X' X CO 'X ICJ rx CD CD CD CC CT' 01 X CO CO' ex CO Ol X o Ol o CO X lO' T-H -H CC O Ol CO Ol -* CM X T-H C' l>- LO T-H uo C' oa Ol CO LO ICC O Ol Ol LCC' 'X CC' -H CO X Ol ex -t< Ol c Ol CO -t< o LO' Ol -f CO T-H CO L- T-H X c; o CO T-i Ol LCO LO e^ I— Ol CO Ol CO Ol :o CO CO' CO :c CO 'CO' CO O' lO lO lO r^— , •■^ rr-. n- rr T-,^ rr ty~) ^s-i r^. rr- rr. rr ,-v-| m rr LO l_t lO' Lt' ut t-o Lft IjOi ^ o O — — _ o o Tt*. CO CO C^ CO CO CO CO CC CO CO CO CO' ■CO' CO CO L~ l^ L^ t^ I^ L- L- I- l~ t^ t- l^ I- X x Ol X Ol Ol Ol Discharge of Tuolumne River at La Grange. U. S. Geological Survey rec- ords. Total watershed area, 1 ,548 square miles. YEAR. - l~ ,^, -^ o ^ 1—1 lO. r r ,-^^ * — ^ c/:' l^ '. . Ol 'Cj '• — ' m C:. CO lo r^ ''■JD '■ — ■ ^"^. i~. -/ 1—1 Ol 1 — 1 C/j -V CO C' OI C' rr lO Ol -h ir, CO to Ol -V 01 Ol ■'-T:' T-H V Ol O' -t 1^1 Ol c~ -t r ) w- Ol ic; ■X T 1 J" 1- ''-O c— , -t Ol ■»-H -v G~j -t "-C -V v.. ,:^ '^ lO lO cr. V -t (^ ~ L— CO '""' 01 ^H ^" Ol *"" '"" 01 CO' CO r-! 01 r-H CO' 1- X, Ol ^r -^^ lO: r— ^r.' 1 — ( ■_. .~, 'C- CJC' 1^. i-^ c^ . — ^1 <— ' Q:, r-— ^j /^ ,■ — -, T — 1 ^-' X X '.<. X Cj Gj c. ^' a:. C~j r^. -rr: rTi c^ ct:. C' ^H T-H T^ 1 — 1 I— ( 1 — I rH ^ T-H r— ( T-H 1—1 1-H T— 1 1—1 X O es "^ CO en — 3 in D, r^ 3 a -02 D O o -0 362 Q Z u. Z ^ rri < a. en :_» H O Q ril Ss < en CU J Q< CQ en S 7. ^^ H O J 7. u en Q b 3C < o en • v£) Q-o -1 « H ^ _J Qi < ^ S n en o u. O u ? H z UJ o I bU < tJ < n O tJ I H r,"^ Q _) D Q > 5 H Z U ^<^H H y; :-i h u en ,— ' Di O . H ^^^ < D bdD ^HOO- 1^ O D z en > -1 >< U , 1 n H > a. n ^ ~) I I u en H H < Percentage of total (discharge of Tuol- umne River wasted. c^^ 6 + (N (MOrHCOOJ (MCOOcDtr- rH-trtq tr-C0rt^t-(^5 COrHrHCO ^CJ3 iH 11120151 8288666 Quantity wasted by San Francisco from its watersheds, based upon its reservoirs being empty previous year. o 1 383807 745375 362150 360891 899691 284461 537601 1102741 275429 1720211 1617940 1125341 322707 1381806 Aggregate quantity diverted to San Fran- cisco, drawing 400 million gallons daily =447,957 acre feet yearly. e> 5 l:~t~t-t:-t- t-t-t^tr-t^ ir^t-C-t- t>t~ inLOininin ininminin ininmin mm o^oG^o^cji o^ ry^ Ci o^ 'yi o^ o^ 5 OrH(MrHCJ0 (M(MCDO COC\l i-< 1-t r^ 1-1 r^ r^ r^ r^ i-t i-^ i-< 03 -* CD 1— 1 r-\ "a V. c E Total natural discharge from wa- tershed above La Grange. U. S. Geological Survey records. Area, 1,548 square miles above La Grange. 5 1698100 2422827 854496 1682006 1612330 258990 1571231 1968955 2862378 1440568 3629200 3714400 1045500 2992880 1749518 3334627 CD O O CD CD r-i m CO Discharge from remainder of watershed above La Grange. Area, 890 square miles. 5 704308 1092547 386836 732002 682576 1134146 720100 855414 1198176 630692 1437672 1625839 467727 1323459 840240 1382098 (M CO CO CO i—\ (M m rH Discharge from San Francisco's three watersheds — Hetch Hetchy, Eleanor and Cherry. Area, 658 square miles. 5 993792 1330028 467660 950004 929754 1425844 851131 1113541 1664202 809876 2191528 2088561 577773 1669421 909278 1952529 i-H IN m I03 CALEN- DAR YEAR. CDI— OOCnO rHlNC0'1' 010 ■• .542 4S0 ■'■ 415 .370 .■!50 ' 330 .315 ~ 294 '■ 27fl * 250 J- 221 ; •^ 204: 190 ■= 170 1 los i5i; 1.50 * 140 ■ 147 1 35 ■ 130 * 127 SITE IN OUUYE Sept. *125 *121 *110 *115 112 *10,S *104 *101 OS 05 05 • 95 ' 05 05 ■■ 03 02 ■' 02 *■ 00 * S7 SO I- 02 SI 02 Mil M23 M2S '133 *141 147 145 143 1901 Oct. *142 *141 *13S *130 1.33 *12S *125 *121 *11C *112 10.S *10G *105 *103 *100 13220 32.S.3 8.544 2121 1813 1171 *Indicates estimated gage liiglit. f 1000 feel above dam site at ford. § 1000 feet above cable ford, ■ft Above Rancheria Creek. 373 DAILY RUN-OFF IN CUBIC FEET PER SECOND, TUOL- UMNE RIVER. AT HETCH HETCHY CABIN ABOVE FALLS CREEK AND AT HETCH HETCHY DAM SITE. Watershed Area Above Dam Sile 463 Square Miles. Watershed Area, Falls Creek, 46 Square Miles. 1910. September. October. November. December. Date. H.H. H.H. H.H. H, H. H. H. Cabin. Cabin. Cabin. Cabin. Dam Site. 1 M 07 L^ 72 D 102 M (15 M OS U 8!) :; , . M 04 D 131 D 210 4 . D 01 il 142 JI 208 r, .... D 58 D 133 D 212 (1 . JI 54 M 124 M l.:i7 7 . M 53 D 193 D 247 s D 38 M 214 M 270 il 38 D 179 D 217 10 .... M ,34 D 53 II 398 T> 4S9 11 U 07 D 50 D 392 JI 512 y 30.98 M 151 jr 97 M 253 D 342 Kl M 120 M 95 D 179 D 200 11 JI 104 D 87 JI 150 JI 224 1,-, J[ 120 D 83 D 140 D 214 10 JI 144 JI 71 JI 115 JI 109 17 jr 120 D 07 D 120 D 140 l.S JI 14() JI 87 D 112 D 1.38 19 JI 138 JI 92 JI 105 M 151 20 JI 129 r> 87 D 109 I) 140 21 JI 122 JI 104 JI 91 JI 120 22 JI 121 D 104 D 95 D 120 2:; 92.47 JI 119 JI 92 JI 89 JI 125 24 88.09 M 109 D 119 D 87 T > 120 25 M 102 JI 102 M 84 JI 122 20 JI 95 JI 83 D 00 D 110 ■>7 JI 95 JI 72 D 00 D 108 2S JI 83 D 88 JI 08 JI 90 29 JI 70 JI 70 D 72 D 110 30 JI 77 JI 72 D 02 D 103 31 JI 77 JI 04 D 102 Heich Helchu Notes. The difference between discharge at Cabin and that at dam site comes principally in the flow of Falls Creek watershed above dam, 463 sq, miles; above Falls Creek, 46 sq. miles. D Denotes that quantity is taken from gage height and discharge curve. M Denotes actual gaging by current meter. DC Denotes estimate of quantity made from continuous chart of re- cording gage and discharge curve. MC Denotes same as DC, except that an actual meter-gaging was also made. E Denotes estimate ; no gaging. In 1912, January 1 to January 15, river frozen over; meter readings unreliable; flow estimated at 90 second feet. In 1912, March, gagings at Cabin and Falls Creek are all meter meas- urements except on 21 si, which is from curve. In 1912, April, June, inclusive, gage rod at Cabm and dam site not read simultaneously, therefore, Falls Creek separate flow can not be fig- ured from these precisely. In 1912, April, June, inclusive, all measurements of quantity for this period are by current meter. 5733 3704 Total Sec. Ft.. 211.54 2.307 2279 4191 Tot. Jlil. Gals. 130.05 1529 1472 2707 September gagmgs at Cabm, above Falls Creek. DAILY RUN-OFF IN CUBIC FEET PER SECOND, TUOLUMNE RIVER, AT HETCH HETCHY CABIN ABOVE FALLS CREEK, AND AT HETCH HETCHY DAM SITE. Watershed Area Above Dam Site 463 Square Miles. 1911. January February Mi arch April M ay June H .H. H .H. H.H. H.H. H . H. H .H. H.H. H.H. H.H. H.H. H.H. H.H. Date Cabm Dam site Cabm Dam site Cabin Dam site Cabin Dam site Cabin Dam site Cabin Dam site 1 D 58 D 73 D342 DB977 JI 231 D 351 M1649 JI 1862 JI 1707 MG2047 D 2200 DC 2533 2 D 54 D 70 D 345 DE860 JI 287 D 365 M1557 2340 M1608 MC2093 D 2770 DC 3417 3 M 57 JI 76 JI749 JI 978 JI 517 D 550 JI1773 JI 2143 M1907 DC 2411 D 3955 DC 4961 4 D 62 D 80 D 770 D 978 M 543 JI 618 D 1375 D 1560 D 2360 MC 3187 JI 5332 MC 6540 5 D 56 D 73 M593 D 688 M 479 D 620 D 1620 D 1862 M3023 DC 3832 M6474 MC 7462 6 M 56 JI 73 D 546 D 645 M 425 D 557 M1254 D 1560 M2012 JIC 2610 M 72.53 MC 8067 7 D 54 D 73 M 482 M 639 M 578 JI 638 JI1092 M 1188 D 1890 DC 2325 M4847 DC 6771 8 D 54 D 70 D 452 D 575 M 669 D 774 JI1103 D 1220 D 1890 DC 2360 D 4740 DC 5618 9 D 214 D 272 D 430 D 550 JI 657 D 765 JIlOll D 1580 D 2012 MC2410 D 5865 DC 6473 10 JI 136 J-I 209 M 450 JI 550 JI 528 JI 953 D 1000 JI 1149 M1917 DC 2310 M 0655 MC 7987 11 D 104 D 135 M396 D 515 M 524 D 940 JI 862 D 1025 D 2220 DC 2300 M 8152 MC 9703 12 D 126 D 140 JI379 D 512 M 533 D 572 M 771 D 980 D 2440 MC 3132 M8969 MC1030'i 13 JI 165 JI 217 JI434 M 537 JI 513 D .590 M 661 D 900 M2110 DC 2770 M9411 MC 10647 14 D 156 D 226 JI383 D 512 JI 504 D 585 D 705 D 870 D 2085 DC 2656 M7282 DC 975( 15 JI 179 JI 269 JI 373 D 630 JI 525 JI 597 D 710 D 880 D 1750 MC 2110 MS038 MC 979i 16 D 144 D 215 JI361 JI 401 M 581 D 630 D 750 D 930 D 1555 DC 1790 JI 8519 MC 9981 17 D 156 D 226 JI 342 D 444 JI 668 D 774 M 900 JI 1018 D 1495 DC 1720 M9459 MC1059; IS JI 1S9 J-I 230 M345 JI 396 JI 735 JI 865 D 1090 D 1310 M1490 JIC 1773 M 9744 MC 1142; 19 D 144 D 215 M342 D 444 M 716 D 840 D 1280 D 1530 M2149 MC 2602 D 9070 DC 1080( 20 D 812 D 990 JI319 D 406 JI 758 D 880 D 1290 D 1555 M2650 MC 3417 D 9156 DC 1036; 21 JI 547 JI 741 JI295 M 342 M 719 D 850 D1290 D 1550 M3076 MC4300 M8868 DC 986f 22 JI 360 M 427 M294 D 370 JI 754 M 933 D 1485 JI 1746 JI 4009 JIC 5370 D 7556 MC 819( 23 D 253 D 338 JI316 D 406 M 961 D 1145 M1917 JIG 2310 M5100 JIC 6340 M5431 DC 688( 24 D 709 D 810 JI 307 D 392 JI 842 D 1060 JI2110 MC 2740 M4612 MC5743 M4650 DC 514; 25 JI 709 D 805 J-IBSS JI 339 JI 928 JI1090 JI 2366 MC3030 M3383 JIC 4303 M4362 MC 607' 26 JI 462 D 562 M251 D 346 JI 969 D 1165 M2543 DC 3427 M2699 MC 3420 D 5865 DC 726( 27 JI 376 D 461 JI250 D 346 M 962 D 1170 JI1829 MC 2527 M2843 MC 3600 D 7280 MC 843i 28 D 342 D 450 JI22S M 30S JI1083 JI1297 D 1525 MO 1903 M3009 MC 3920 D 6925 DC 757: 29 JI 4424 B 5363 JI1194 D 1440 M1348 MC 1700 M3161 MC 3955 D 5700 DC 6841 30 JI 5890 B 8510 JI1328 JI 1506 JI 1431 MC 1821 D 2650 DC 3557 D 4810 MC 6281 31 JI 2839 B 4002 JI 1551 D 1766 D 2360 DC 2791 *19SS7 '^l 6401 11062 1.5092 2 2262 26946 40297 50216 77172 97154 199338 23574 **12S47 17055 7146 9749 14381 17407 26032 32440 49853 62761 128772 15228: * To tals £ ;ec. Ft. ** To lals Mill. . Galls, 374 DAILY RUN-OFF IN CUBIC FEET PER SECOND TUOLUMNE RIVER, AT HETCH HETCHY CABIN ABOVE FALLS CREEK AND AT HETCH HETCHY DAM SITE AND OF FALLS CREEK. I9n. Date H. H. Cabin July 1 M 4564 2 D 4775 3 D 5525 4 M 6457 5 D 5790 6 D 6300 7 JI 5224 8 D 5070 9 D 4820 10 D 4820 11 D 4500 12 D 4820 13 D 4580 14 M 4597 15 D 6040 IG D 5540 17 D 5700 18 D 4895 19 D 3960 20 D 3350 21 D 2605 22 D 2510 23 D 2465 24 D 2605 25 D 2060 20 D 1680 27 D 1595 28 D 1575 29 D 1500 30 D 1360 81 D 1220 Total Sec. Ft 122502 Total Mill. Galls 79136 Date Dam Site DC 5420 DC 5940 MC 6587 DC 6107 DC 6217 MC 7292 DO 7216 MC 6798 DC 5300 DO 5.547 MC 6007 DC 5459 DC 5270 DO 6290 DO 6583 DC 6037 DC 5397 DO 5393 DC 5173 MO 4253 DO 3323 DC 2715 DC 2597 DC 2570 MO 2480 DO 2203 DO 2100 DC 2030 DO 1815 DO 1647 DC 1560 H. H. Cabin August Dam Site M 255.55 D 255.55 D 255.55 M 249.45 D 249.45 D 249.45 17584 113.59 I9I1. H. H. Cabin 1 M 161.09 2 M 102.55 3 D 87.12 4 M 90.49 5 M 84.41 6 D 83.56 7 Jl 76.89 8 D 66.95 9 D 84.41 10 M 89.18 11 D 76.89 12 M 70.96 13 M 73.07 14 D 73.07 15 M 70.63 16 D 70.63 17 M 57.19 18 M 56.51 19 D 56.51 20 M 53.53 21 D 53.53 22 M 51.66 23 D 51.66 24 M 51.76 25 D 51.76 26 M 44.31 27 M 46.29 28 M 52.55 29 D 53.53 30 M 55.36 31 M 54.88 Total See. Ft 2153.53 Total Mill. Galls 1291. M Meter gagings. October Falls Creek M 7.30 M 0.04 D 6.04 M 5.78 M 5.26 M 4.81 M 4.15 D 4.15 D 4.15 M 4.28 D 4.28 M 3.63 M 3.87 D 3.87 M 2.66 D 2.66 M 2.16 D 2.16 M 1.85 M 1.01 D 1.01 D 1.01 D 1.01 D 1.01 D 1.01 M .93 D D E E E .93 .93 .60 .60 .60 89.75 57.98 Total H. H. Dam Site Sum of Falls Creek and Cabin 168.99 108.59 93.16 96.27 89.67 88.37 81.04 71.10 88.56 93.46 81.17 74.59 76.94 76.94 73.29 73.29 59.35 58.67 58.36 54.. 54 54.54 52.67 52.67 52.77 52.77 45.24 47.22 53.48 54.13 55.96 55.48 2244. 1449. H. H. Cabm D M D M M D M D 51.53 51.53 .53.09 46.29 55.48 53.40 53.40 44.71 44.71 M 102.39 M 55.80 51.43 62.04 62.04 74.01 78.. 34 79.00 75.23 79.90 75.23 75.23 02.04 55.94 53 .-20 .55.94 .55.04 57.04 53.40 53.40 53.40 lAI M JI D j\r D U D September H. H. Cabin Falls Creek M 244.72 M 206.44 D 206.44 D 173.17 M 173.17 D 173.17 M 134.42 D 134.42 D 111.77 M 111.77 D 111.77 M 108.64 D 108.64 D 108.64 D 83.56 83.56 83.56 83.56 83.56 71.51 71.51 87.12 M 145.14 M 110.89 M 89.52 85.09 72.62 67.10 59.30 72.18 M D D D D M M M M M JI M 3456. 9.TT IISl'.G 2.80 793.20 July 8 8..-.1 185.4 1.G8 310.1 July 10 7.!>1 108.3t; !..-,(; 203.12 July 18 7.80 104.2 1.37 22.J.J5 July -7 7.45 154. .;i4 144 70 i l ni nr , ., -1., , ,_ j.i:m.iu LaH Eleanor Notes. Aug. 3 1.10 14i. .07 84.4 Aui;. 10 0.02 137.3 .53 7.-|.2 Aug. 17 0.48 13.70 2.1U -j- ;i(l.22 ^°'' g^gings of 1910 and 1911, watershed area above gaging station All;;. 10 0.08 18.02 2.33 42.00 77.8 sq. miles. Aii.u'. ■!■■'' 0.47 14.21 2.22 131.52 Aug. 27 0.20 D.IO 1.02 ■)• 17.78 Records in brackets in 1910 record, are from discharge curve. \\VA. ".0 0.05 8..5;! 1.02 t l--"^'"' Sept. 1.00 3.70 l.Ci.S ■|'022. I" '911 and 1912, record D denotes estimated from discharge curve; Sept. 14 .1.70 2.00 1.57 f 4.08 M denotes actual meter gaging taken. Sept. 21 5.72 2.05 l.'Kt ■)• 5.02 8t'Pt. 20 .i.'S.i ;',.(;(; l.(jO -f (J.77 In 1912, all of the Eleanor Creek records, January to June, are esti- •"■*• ■' ''-iV l''-^-* -•'■■- ■\ ■■•AAV^ mated from discharge curve. Oet. 0! t>.21 10.08 2.10 f 21.14 "' ^^ ■'^•' t -'•J- Note: The ratings on which the measurements for Lake Eleanor in * About below the lake. 190| are based, are from page 44 of "Reports on the Water Supplies of t At foot bridge 1000 above previous observations. c u- rnnn . lona ■ i ■ .. ' * ^ ^an rrancisco, IVOO to IVOo, mciusive. RATING TABLE FOR ELE.ANOR CREEK BELOW LAKE ELEANOR— 1901. These ratings are also found in U. S. Water Supply Paper No. 81, Based on the Results of Gaugings Made in 1901, the Following Table Pag« 384-5, and in U. S. Water Supply Paper No. 66, page 147. Was Prepared From Which the Flow of Eleanor Creek May Be Approximated When the Stage of Water Is Known: "^ gaging station was established at the outlet of Lake Eleanor, June Heighten Discharge Heighten Discharge '• '^0'- ^y J- B- Lippincott, for the City of San Francisco." Gauge (Sec. Ft.) Gauge (Sec. Ft.) 5 feet . . 8 feet 232 5.5 " 3 " 510 " 11 10 " 970 7 " 7S 11 " 1770 The gaugmg station is located at foot bridge below Lake Eleanor. NOTE: The above data are from page 44, "Reports on the Water Supplies of San Francisco, 1900 to 1908, inc.", published by authority of the Board of Supervisors, 1908. The data are the bases of the estimates for June, July, August, Sep- tember and October, 1901. ESTIMATED DAILY RUN-OFF IN CUBIC FEET PER SECOND, ELEANOR CREEK, BELOW LAKE ELEANOR. Watershed Area Above Dam Site 79.2 Square Miles. Discharge Measurements Based on Actual Measurements. Date. June. July. Aug. Sept. Oct. 1 *1770 510 *122 *18 *23 2 1834 510 *105 *15 *28 3 *1370 510 91 *15 28 4 1130 510 "91 *11 *28 5 *1050 *350 '91 *11 *23 G 970 350 * 78 8 *23 7 '650 *350 * 78 *S *23 8 * 480 367 * C5 *8 *20 9 501 374 * 65 *S *18 10 392 *374 75 *S 18 11 * 374 *374 * 65 *8 *18 12 * 374 *374 * 56 *8 *18 13 374 227 '■47 *5 *17 14 970 227 * 40 5 15 15 970 227 * 34 *5 *15 16 970 231 * 34 * 5 17 970 215 34 *5 18 970 208 * 40 *5 19 970 218 * 47 *5 20 810 *218 -^40 *5 21 * 810 *218 * 40 5 22 791 190 * 34 *G 23 •!• 747 *190 34 *6 24 747 *172 * 28 * G 25 * 747 *172 * 28 * G 26 * 747 *155 * 23 7 27 612 *14G 23 * S 28 * 480 146 * 23 *11 29 * 480 146 "18 *15 30 650 *138 * 18 *1S 31 ■. *138 * 18 Total Sec. Ft 24710 8535 1586 254 315 Total Mill. Galls 15963 5514 1024 164 203 * Indicates estimated gages. 377 DAILY RUN-OFF IN CUBIC FEET PER SECOND, ELEANOR CREEK, ABOVE DAM SITE. 1910. Date. Jan. Feb. March. April. May. June. 1 1,349 230 252 401 579 .'">.:)9 2 S42 214 331 451 54:> 5:JU 3 483 201 399 459 514 401 4 .■'.73 179 420 495 402 404 5 305 173 450 515 427 348 6 258 171 439 536 3(>S 321 7 249 175 428 555 423 281 8 214 177 456 611 575 270 9 202 159 444 743 092 2.58 10 184 152 447 793 706 241 11 179 155 473 766 694 200 12 172 157 472 625 606 219 13 108 1G4 481 560 609 225 14 170 177 511 629 559 219 15 168 185 445 655 616 214 16 182 177 377 761 588 186 17 171 160 351 856 503 181 18 178 163 489 978 532 193 19 173 155 1,317 977 496 176 20 108 176 1,461 1,117 500 185 21 100 162 891 981 495 149 22 171 159 656 909 507 139 23 237 lt>4 554 047 545 115 24 332 157 489 977 557 121 25 327 177 427 943 505 114 20 295 170 .357 1,048 516 103 27 247 183 307 1,048 532 112 28 253 188 284 1,420 508 114 29 249 273 1,232 513 100 30 230 307 827 510 85 31 231 338 550 July. SO ,so 75 70 60 48 49 43 40 30 40 oo 34 29 25 29 28 33 26 23 19 18 17 16 18 18 10 17 Aug. 14 13 12 11 10 10 9 8 7 6 5 5 4 4 7 6 6 6 6 5 5 4 4 4 4 Sept. 1. 0.8 0.5 0.5 0.5 0.4 0.3 1 9 20 24 25 24 22 19 17 17 15 15 14 12 12 Oct. 11 10 10 8 7 7 7 7 6 5 6 9 10 20 20 26 26 25 24 25 24 22 21 (19) (18) (17) (loy (15) 14 Nov. 12 12 11 11 10 10 10 9 11 14 17 (19) (21) (24) (27) (30) (33) (38) 52 (54) (56) (60) (04) 65 69 75 72 Dec. 63 56 69 97 113 (114) 108 159 158 189 281 276 258 184 171 142 124 100 102 54 59 63 52 47 48 41 41 36 36 31 30 8,92(_; 5,706 4,860 3,144 15,320 9,901 23,815 15,385 16,796 10,850 ( iSS9 4450 1134 TOO 188 122 175 484 313 910 588 3302 2133 I9II. Date January 1 M 29 2 M 29 3 D 27 4 D 25 5 D 25 6 D 25 7 D 22 8 D 22 9 D 23 10 M 102 11 M 124 12 D 150 13 D 155 14 D 147 15 D 166 16 D 150 17 D 144 18 D 141 19 D 137 20 D 136 21 D 221 22 D 220 23 D 210 24 D 276 25 D 285 26 D 284 27 D 236 28 D 210 29 D 786 30 D 5000 31 D 3669 Total sec. ft. 13,174 February M 1454 M M M M M M D M M M M D M M M M M M D D M M M M M M M 960 654 517 399 331 288 290 264 231 246 218 230 194 218 191 178 170 183 172 166 155 146 161 160 135 157 119 :,5S7 Total mil. gals. ,8510 5,547 March M 123 M 132 M 146 M 234 M 279 M 259 M 255 M 302 M 297 M 362 M 310 D 304 M 295 D 270 M 252 M 274 M 277 M 307 M 330 M 361 M 388 M 381 M 457 D 480 M 492 M 546 M 569 M 588 M 619 M 690 M 851 11,430 7,384 April D 965 D 1036 D 1021 M 895 D 925 M 803 M 698 M 593 M 721 M 601 M 500 D 450 M 375 M 353 M 342 M 413 M 461 M 561 M 724 M 789 M 744 M 815 M 880 M 1022 M 1038 M 1069 M 1071 M 788 M 652 M 609 21,914 14,156 May M 766 M 706 M 793 M 849 M 1235 M 913 M 741 M 606 M 814 M 820 M 842 M 914 M 866 M 878 M 709 M 632 M 509 M 508 M 686 D 960 M 985 M 1280 D 1475 M 1418 D 1120 M 831 M 893 M 951 M 809 M 864 M 895 27,388 17,693 June M 840 D 965 D 1150 M 1293 M 1370 M 1346 M 1506 M 1384 D 1240 D 1330 M 1453 M 1724 M 1628 M 1498 M 1485 M 1573 M 1464 M 1376 M 1.509 M 1358 M 1144 M 1029 D M D M M M M M 1020 754 064 696 844 906 870 797 36216 23396 July D 607 M 628 M 667 M 700 M 662 M 669 D 650 M 626 M 580 M 496 M 527 M 473 M 515 M 594 D 560 M 600 D 970 M 759 D 520 D 440 D 440 M 333 D 275 M 253 D 246 D 233 D 202 D 200 D 182 D 172 D 162 15001 9691 August D 150 D 138 D 127 D 120 D 112 D 105 D D D D D D D D D D D D D D D D D D D D D D D D D 06 90 84 80 74 71 65 63 60 56 53 48 45 42 41 40 37 35 OO iJU 31 30 27 26 25 23 2027 1309 Sept. D 23 D 21 D 19 D 18 D 17 D 15 D 15 D 15 D 14 D 14 D 14 D 13 D 13 D 13 D 12 D 12 D 11 D 11 D 10 D 10 D 9 D 10 D 9 D 8 D 8 D 8 D 8 D 8 D 7 D 8 373 241 Oct. D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D 211 136 No. D D D D D D D D D D D D 10 D 10 D 10 D 10 D 12 D 12 D 12 D 13 D 13 D 14 D 14 D 14 D 14 D 14 D 14 D 14 D 14 D 13 D 13 303 196 Dec. D 13 D 13 D 13 13 13 D 13 D 13 D 13 D 13 D 13 D 12 D 12 D 12 D 12 D 12 D 12 D 12 D 12 D 12 D 12 D 11 D 11 D 11 b 11 D 12 D 13 D 13 D 13 384 248 378 DAILY RUN-OFF IN CUBIC FEET PER SECOND. ELEANOR CREEK, ABOVE DAM SITE 1912. Date. Jan. Feb. March. April. 1 13 68 50 184 2 13 70 54 216 3 U 70 56 252 * 14 70 63 291 => 14 70 77 305 o 14 70 113 305 ■^ 15 70 134 348 8 15 66 134 405 9 16 65 126 436 10 18 65 120 394 11 23 66 114 343 12 24 65 107 287 13 24 65 108 243 14 25 64 103 225 15 27 64 101 230 16 33 64 103 236 17 37 64 101 247 18 40 77 100 247 19 40 79 108 236 20 41 80 115 213 21 41 76 112 194 22 44 75 110 174 23 44 73 117 160 24 45 63 125 182 25 47 59 138 196 26 55 56 150 210 27 63 54 150 232 28 63 52 158 252 29 65 50 182 316 30 66 191 366 31 67 182 Total Sec. Ft 1060 1930 3602 7925 Total Mill. Galls 685 1247 2327 5119 May. June, 396 845 361 915 312 1059 322 1005 350 933 378 845 460 782 534 695 612 585 639 496 752 460 764 460 879 534 845 494 915 436 1005 389 951 361 1005 333 969 333 797 333 667 323 534 291 436 261 403 232 450 196 534 179 612 169 653 174 813 176 1023 172 829 20200 14465 13049 9344 LIST OF DISCHARGE MEASUREMENTS MADE ON CHERRY CREEK IN 1901 AT ELEANOR TRAIL CROSSING. Gauge Area of Date Hydrographer Meter Height Section Number (Feet) (Sq. Ft.) July 8— C. A. Miller 138 11.40 414.7 July 17— C. A. Miller 138 10.40 322.3 Aug. 9— J. B. Lippincott 138 8.75 210.9 Aug. 19— W. W. Cockins, Jr 138 9.10 79.5 Aug. 20— W. W. Cockins, Jr Floats 8.40 72.17 Aug. 24— W. W. Cockins, Jr 138 8.10 45.5 Sept. 1—W. W. Cockins, Jr 138 7.80 23.25 Sept. 7— W. W. Cockins, Jr Floats 7 . 70 20.50 Sept. 17— W. W. Cockins, Jr 55 7.00 3.35 Sept. 22— W. W. Cockins, Jr 55 7.06 3.59 Sept. 26— W. "W. Cockins, Jr - 55 9.05 79.50 Oct. 2— W. W. Cockins, Jr 55 8.96 70.85 Oct. 10— W. W. Cockins, Jr 55 8.00 39.00 * Cherry River could not be gauged until cable was up. t At cable. t At ford, rain 40 hours at headwaters. § At ford, tt 50 ft. below ford. Mean Velocity Discharge (Feet per (Sec. Ft.) Second) 2.20 *914.7 1.58 t509.5 .53 tll2.1 1.67 J132.45 1.48 }106.81 .94 t 43.01 .75 t 17.46 .31 t 6.14 1.28 tt 4.30 1.24 tt 4.45 1.75 §141.0 1.69 §119.93 1.10 § 43.12 RATING TABLE FOR CHERRY CREEK, IN CHERRY VALLEY. AT ELEANOR TRAIL CROSSING, Height on Gauge 7 7.5 8 9 10 Discharge (Sec. Ft.) 4 8 28 129 368 Height on Gauge 11 12 13 14 Discharge (Sec, Ft.) 750 1150 1550 1950 See page 377 for additional notes about Cherry Creek g agings. 379 Watershed Area 115-6 Square Miles on Actual Gaugings. 1901 May June 141l( iir,t_ s. !». 10. 11. 12. i:!. 14. 15. IC). 17. 1>'. I'.l. Ul). I'l. ini .... I2;'.(i r':!(i L's - i-':'.(i 2!i . IIOO Htl 12;',() p,1 1270 ,s:'.( *iir)( 14:'.( *iin( KIK * '.).■;( sri( ;ri( 1 ().-!( *iii:!( 'X,{ T.")l *iir.( *lirj( *i:!l( int( *]27( 12."i( lant *i:in( i:;."i( *irir,( 17."l Total See. Ft 7:!S(t i'.CiOCf Total Mill. Galls. 47•>.> 34 145 2!)0 28 120 27S 28 120 ■2-C, 23 129 242 23 120 218 17 2( 1247 280O 004 038 1 30S0 1807 023 600 Cherry Creel^ Notes. Daily meter gaglngs were made from February 9th to April 30lh. 1911, and 18 gagings between June 23rd and July 1 5th, 1911. The quantities were estimated from January 1st to August 29th, 1911, from rating curves based on above gagings. From Aug. 30th to Nov. 1st, measts. were made over a 19-foot weir. Nov. 1st to Nov. 10th, over a 10-fool weir. Nov. 10th to Dec. 31st over a 19- foot weir. Under direction of William Hammond Hall, for the Tuol. W. S. Co. Tuolumne Water Supply Company. The quantities were originally computed, as the amount of discharge, between the hours of gagings. The discharge was computed in daily quantities, in the office of the City Engineer of San Francisco, by plotting the quantities given by Mr. Hall, and estimating the average flow from midnight lo midnight. ( ) April 1st and 2nd estimated. The gagings for April are "Float gagings", and were generally taken once a day, though sometimes twice a day, 35 meas- urements were made in the 28-day period. The gagings for May are "Float gagings"; May 1st to 5th and May 31st measurements taken twice a day. balance of month once a day. June— "Float gagmgs ', once a day except on June 30th, taken twice. July — "Float gagings", once a day except on July 31st, taken twice. August — "Float gagings"; August 1st weir measurements twice a day; August 2nd to 30th, inclusive, August 3 1 st, three times. September — Weir measurements twice a day, Septem- ber 1 st to 1 3th, inclusive, no measurements on 1 4th, 1 5th to 30th fioat gagings. October — ^Float station, 1st lo 5lh, weir gagings 5lh to 11th, no gagings on 12th, float station 13th lo 21st, no gagings 2 1st to 26th, weir gagings 26lh to 31st. November — Weir gagings, 1st to 6th, meter gagings twice daily 6th to 30th at bridge station. December — Meter gagings twice a day. In January, 1912, a chronograph gage was installed at the Cherry Creek gaging station. In computing the daily discharge, the average of 12 heights (one every two hours) was taken from the chronograph charts and this average applied to a rating curve, the latter being compiled from actual meter gagings. Mr. O. J. Todd, hydrographer. DAILY RUN-OFF IN CUBIC FEET PER SECOND, Discharge Measurements Based on Date April 1 (480) 2 (480) 3 480 4 .520 5 580 6 5(13 7 C50 8 810 9 930 10 820 11 COS 12 G45 13 645 14 720 15 730 IG 855 17 1025 18 1200 19 1300 20 1372 21 1290 22 1377 23 1415 24 1552 25 1G45 2G 1933 27 1970 28 2500 29 1080 30 780 31 May 640 628 710 555 490 770 1060 1350 1615 1450 1327 1200 1305 1380 1538 1345 1050 1030 1100 1214 1255 1427 1427 1774 1600 1385 1385 1505 1400 1480 1720 Total Sec. Ft 31012 Total Mill. Galls. 20034 38115 24622 June 1690 1560 1095 895 796 727 663 600 617 648 717 680 597 572 495 481 480 475 465 408 355 297 266 258 2G0 272 285 271 232 203 17360 11215 tuaf Liagings. v\'ate 1910. July Aug 187 13 173 12 160 11 148 10 127 9 105 7 100 G 100 5 100 5 100 4 98 4 89 3 78 3 65 3 57 2 53 2 50 2 57 2 87 2 77 65 55 47 40 28 22 16 14 14 13 235S 117 1523 7C CHERRY CREEK, NEAR DAM SITE. X^atershcd Area 1 1 5.6 Square Miles. Sept. 1 1 1 1 1 20 350 795 SCO 270 137 90 61 47 30 27 24 18 14 12 11 11 10 2792 1804 Oct. 9 9 9 9 7 5 5 5 4 4 12 110 202 182 170 159 146 120 93 74 58 50 43 37 30 24 21 18 16 15 15 1661 1073 Nov. 13 12 11 11 10 10 10 8 20 150 105 98 95 71 67 93 102 95 102 95 113 152 147 128 102 88 80 85 Dec. 67 54 182 200 150 147 260 260 220 810 610 302 165 120 105 90 79 81 60 45 35 35 38 48 45 38 39 35 35 35 27 4417 2853 380 DAILY RUN-OFF IN CUBIC FEET PER SECOND, CHERRY CREEK, AT RESERVOIR ABOVE DAM SITE. Date. Jan. Feb. March. April. 1 27 15(;(l 150 10G5 2 27 12G0 151 1125 ■i 27 980 275 1075 4 27 700 330 SS2 5 27 450 200 906 G 27 382 183 74G 7 27 370 1S4 G37 8 27 323 265 610 9 37 316 322 722 10 146 280 345 510 11 156 248 257 428 12 '.HI 240 234 305 13 96 256 23.1 330 14 140 221 248 315 15 290 214 245 3(;5 16 218 207 300 4i;o 17 165 198 332 544 18 145 194 350 733 19 173 190 385 832 20 330 172 404 824 21 29.") 1G9 399 820 22 181 172 450 935 23 192 172 495 1100 24 430 1G2 4113 1320 25 310 159 535 14G(i 26 173 151 548 14G0 27 142 150 550 1020 28 250 150 595 710 29 23110 700 648 30 7000 834 763 31 2850 1005 Total Sec. Ft 16325 10046 11999 23710 SITE ABOUT 8000 FEET Total Mill. Galls. .10546 G490 7751 15317 24626 Above C iage Section About 1 1 4.3 Square Miles. 1911. May. June. July. Aug. Sept. Oct. Nov. Dec. 900 1125 1735 320 45. 9. 4.3 11.5 870 1650 2000 280 42. 14.5 3.9 11.2 1060 2000 2160 245 38. 10.4 3.8 10.5 1450 2450 2080 222 36. 9.5 3.4 11.5 1575 2G75 2(180 210 32. 17. 3.2 16.2 947 2500 2100 190 29. 11. 3.1 16.0 SGO 2475 2050 174 26. 9.5 3 . 27.2 940 2225 1800 1G7 22. 8.G 2.8 20. 1000 2275 1670 152 20. 10.5 2.5 1G.8 970 2700 1730 143 17. 20.3 49. 12.7 1200 3100 1870 335 16. 13. 29. 11. 1245 3275 ]S20 126 14. 10. 30. 9.9 1097 3225 1910 114 13. 9.2 31.7 8.0 1020 3000 1860 105 12.6 8.8 25.5 7.5 765 3150 1830 105 11.4 8.4 32.7 7.3 G34 3275 1800 94 11. 8. 37. 6.7 569 3200 1725 87 10. 8. 38. 8.2 G98 3225 1725 82 9.4 7.2 35.5 11.4 1180 3350 1450 78 9.4 G.6 38. 12.5 1440 3425 1150 75 8.8 6. 3G.2 11.4 1680 2900 880 68 8. 6. 32. 8.4 2040 2875 750 63 7.4 5.6 24.5 8. 2240 2100 685 58 7.4 5.2 19.2 9. 2010 1500 630 53 7. 4.8 18. 8.3 2005 1625 GIG 48 6.G 4.8 17.8 7.4 1190 2250 535 47 10. 4.4 17.5 G.3 1315 2775 500 45 8. 4.8 16.5 G.7 1440 2550 458 43 7.4 5.4 15.1 6.7 1420 2250 438 43 7. 5.2 12.6 7.5 1150 1900 395 48 (;.6 4.8 11.8 8.7 1210 353 4G 4.4 10.2 38120 77025 49758 42785 3GGG 23G8 498. 322. 260.9 597.6 386. 334.7 24626 27639 169. 216. DAILY RUN-OFF IN CUBIC FEET PER SECOND, CHERRY CREEK GAGING STATION, FROM DAM SITE. Watershed Above Gage Station About 114.3 Square Miles. 1912. Date. Jan. Feb. March. April. 1 13 70 59 194 2 16 70 55 330 3 18 71 53 360 4 22 71 76 278 5 24 72 150 278 6 28 72 218 330 7 33 71 150 425 8 40 69 !)3 425 9 45 68 87 408 10 53 67 82 330 11 49 65 76 303 12 46 62 71 233 13 47 61 71 202 14 49 60 71 244 15 51 59 71 278 IG 52 58 73 244 17 53 63 75 197 18 54 67 82 168 19 54 80 93 140 20 54 67 100 117 21 54 58 93 140 22 54 56 82 157 23 53 54 87 175 24 52 42 137 230 25 50 27 135 194 26 55 32 134 244 27 62 37 133 213 28 . 64 49 133 255 29 66 63 140 278 30 68 157 330 31 70 175 Total second feet 1449 1761 3212 7700 Total million gallons 936 1138 2075 4974 ABOUT 8000 FEET UPSTREAM May. June. 410 2000 288 2245 259 1825 316 1927 372 2091 412 1927 597 1772 700 1670 827 1566 963 1411 1090 1411 1250 1435 1412 1462 1515 1309 2005 1125 2205 903 2040 850 1900 925 1660 1007 1257 1040 848 894 592 628 522 408 616 316 1100 290 1180 372 1257 459 1359 475 1462 455 1566 413 1670 33650 21738 34611 22359 381 Appendix No. 20 CONCERNING THE PROPERTIES OF THE SPRING VALLEY WATER COMPANY, THE PRESENT SOURCE OF WATER SUPPLY FOR SAN FRANCISCO Notes Compiled by J. H. DOCKWEILER, C. E. The City of San Francisco is located on a peninsula sur- rounded on the west, north, and east by the waters of the Pacific Ocean and San Francisco Bay. It occupies roughly an area 7 miles square, and contains a land area of 46.5 square miles. The topography is broken by a series of hills rising from sea level to an elevation of over 800 feet. About 60 per cent of its area is now thickly built up and during 1911 was sup- plied by the Spring Valley Water Company with an average of 371/2 million gallons of water daily, which is the present capacity of its system. Source of San Francisco Water Supply Apart from a small local water plant now owned by the City of San Francisco, which plant is situated in the south- east corner of the city and was installed by a local land com- pany to sell its lots, the Spring Valley Water Company furnishes all the water sent into San Francisco. The per capita consump- tion is 1 00 gallons daily ; 85 from Spring Valley and 1 5 from wells, which latter are private sources of supply. Excessive Storage Required for Water Supply in the Bay Region It is to be remembered that conditions covering water sup- ply in the San Francisco Bay region of California are different from those which confront most cities in the East. In this California region practically all water supplies of magnitude must be conserved artificially by the construction of storage reservoirs, which impound the waters from intermittent and flashy streams during periods of flood in the short live months season of rainfall. The variability of rainfall during seasons, and the cycles of seasons has made imperative the rule, based upon experience, that 900 days' supply must be carried in storage or impounding reservoirs. Source of Water Supply Used by the Spring Valley Water Company The Spring Valley Water Company obtains its present sup- ply of water from two sources: the Peninsula System and the Alameda Creek System. The Peninsula System comprises 5 storage or impounding reservoirs located on the peninsula — one. Lake Merced, in the City of San Francisco, and the other 4 south of San Francisco. These reservoirs have a combined storage capacity of 33 billion gallons, and in 191 1 four of them supplied an average of 22 million gallons daily to San Francisco — the fifth one, the Portola reservoir, is not in use in supplying the City of San Francisco, its storage capacity being only 330 million gallons. The Alameda Creek System, located in the East Bay Region, consists of a development of an average of 15.5 million gallons daily by diversion of the waters of Alameda Creek at the Sunol Filter Galleries. The present development of the Alameda Creek System includes no storage reservoirs. Delivery Conduits from Sources to City Reservoirs The Peninsula supply is delivered by gravity into the main city distributing reservoirs, with the exception of 3 million gal- lons daily from Lake Merced, elevation 1 9 feet above mean sea level, which has to be pumped. The Alameda Creek supply is delivered by gravity from the Sunol Filter Galleries through a single pipe subdivided into four submarine pipes where crossing the Bay of San Fran- cisco at Dumbarton Point to the Belmont Pumps located on the peninsula about 26 miles south of the city. From this point it is forced into the University Mound Distributing Reser- voir. The total length of main pipe conduits (30 to 54 incties in diameter) leading into the City distributing reservoirs from the 383 APPENDIX 20— DATA CONCERNING THE SPRING VALLEY WATER WORKS sources of supply is 74.3 miles. Included in this are two sets of submarine pipes 1 6 and 22 inches in diameter. Only two mam pipe conduits deliver water into the City distributing reservoirs. The supply from the Pilarcitos Reservoir is combined with that from San Andreas and is delivered by one pipe line into the middle and high services at College Hill Reservoir and Lake Honda respectively. The Crystal Spnngs and Alameda Creek water is combined and delivered by a single 44-inch pipe into the low service at University Mound Reservoir. City Distributing Reservoirs The main residence section being located upon a series of hills, the water supply must necessarily be delivered at different elevations to properly serve the various districts, and for this reason the city distributing system is divided into four supply zones or levels, namely : the low, middle, high and hill service areas. There are nine City distributing reservoirs at elevations rang- ing from 1 35 feet above mean sea level to 600 feet with a total storage capacity of 90 million gallons. Three of the City distributing reservoirs receive their water directly from the sources of supply: University Mound, the Low Service supply, at elevation 165 feet; College Hill, the Middle Service supply, at elevation 255 feet; Lake Honda, the High Service supply, at elevation 360 feet. From these three reservoirs the water is passed into the City pipe system where a portion is distributed directly and that portion required for higher levels is pumped from the city mains into reservoirs which are suitably located to supply these high districts. Pumping Plants The system includes eight pumping plants; three are con- nected directly with the City distributing system, of which one, the Precita Valley, is an emergency pump; and five are lo- cated between the sources of supply and the City distributing reservoirs. Of the latter five pumping plants, two, the Belmont and Milbrae (the latter an emergency pump) are connected with the Alameda Creek source. The other three. Lake Merced, Ocean View and Central (the last now under construction) are located within the City limits and pump from the stor- age reservoir supply into Lake Honda, which is the High Service distributing reservoir. The largest of the pumping plants is the Belmont with a capacity of 23 million gallons daily, but only averaging 15.5 million gallons daily, which it pumps into the University Mound reservoir. The other pumping plants have a capacity ranging from 2.5 milHon gallons daily to 8 million gallons daily. All of the pumping plants pumped an average of 32.8 million gal- lons daily during 1911, against heads averaging from 1 1 to 1 72 pounds per square inch, or from 254 to 396 feet. City Distributing System The City distributing system on July 1st, 1912, contained 453.4 miles of pipe. Of this, 98 miles was 4 inches in diameter and under, and 356 miles was over 4 inches in diameter. In material, 442.2 miles was of cast iron and 11.2 miles of wrought iron. The total number of service connections, or taps, on Jan. 1st, 1912, was 59,445, or about one tap for 8 persons. The total number of meters was 14,895, or 25 per cent of the total number of taps. Quantity of Water Delivered in 1911 The average quantity of water delivered daily for the year 1911 was 37.5 million gallons, distributed as follows: 1 4.8 M. G. D., or 39.5%, to the Low Service area, 5.3 M. G. D., or 14.1 %, to the Middle Service area, 1 7.4 M. G. D., or 46.4%, to the High and Hill Service areas. Lands, Water Rights and Rights of Way Including Those Not at Present in Use The Spring Valley Water Company owns 102,681 acres of land in fee simple, situated in six counties of the State of California, riparian water rights of 53,232 acres located in three counties, in addition to those whose fee it owns, and 68 miles of right of way in three counties. It has bought lands and water rights which it either con- sidered available to itself or purchased to prevent competition with its monopoly of the water supply of San Francisco. It succeeded the Spring Valley Wafer Works which had secured the property of the following companies: Sausalito Water and Steam Tug Company. San Francisco City Water Works. Mountain Lake Water Company. Islais and Salinas Water Company. Alameda Water Company. The Washington and Murray Township Water Company Lake Merced Water Company. Clear Lake Water Company. San Mateo Water Works — lands and water rights ex- cept 300,000 gallons of water daily. Manzanita Water Company. 384 SUBDIVISIONS OF WORKS AND CAPITALIZATION OF COMPANY The Sausalito Water and Steam Tug Company owned a Following are the lands in fee, the water rights and the few lots in tht town of Sausalito, some boats, etc., with which rights of way owned in 6 counties by the Spring Valley Water it supplied water to shipping, etc., in San Francisco. On Company, including the lands and rights not at present in use. Sept. 12, 1861, the company sold out to the San Francisco r^ , □• • o- l. '^ Owned Kiparian Kighls City Water Works, and agreed not to furnish any water to in fee rights to of way any shipping or forts in the harbor of San Francisco. ^"^^ '^""^ San Francisco 2,177.62 22,750 The Mountain Lake Water Company owned a franchise and San Mateo 31,869.53 24,512 167,336 was reputed to own some rights and properties in Mountain Sanita Clara 31,289.08 20,560 Lake. Alameda 36,654.03 8,160 169,933 The Islais and Salinas Water Company owned water rights ^^" ^^"''° ^^^-^^ and properties on Islais Creek in the City of San Francisco. Marm U.Zi The San Francisco City Water Works was an active competi- Totals 102,681.46 53,232 360,019 tor in the City of San Francisco, supplying water from Lobos Crttk. Income and Expenses The Alameda Water Company owned the Vallejo Mill and The total income of the Spring Valley Water Company water rights — one of the oldest appropriated water rights in during the year 1911 fromi all sources including rents and the State of California — lands in the Calaveras reservoir site, outside sales was $2,993,336.33, — of which $2,891,337.38 and water rights. The City of San Francisco was negotiating was from sales of water in San Francisco, — which amounts for this property at the time of its purchase by the Spring Val- to 21.9 cents per 1000 gallons for the quantity delivered ley Water Works. in San Francisco. The Lake Merced Water Company and Clear Lake Water '^^ *ofa' expenses for operation, taxes, depreciation, and Company owned water rights, etc., in Lake Merced. obsolescence was $1,317,187.46, which amounts to 9.6 cents per 1 000 gallons. The San Mateo Water Works owned lands in the present Crystal Springs reservoir, and water rights. Capitalization The Manzanita Water Company owned lands in the Sears- The Spring Valley Water Works was incorporated on the ville reservoir and properties and water rights on San Francis- '9th day of June, 1858, with a capital stock of Sixty Thou- quito Creek. The Spring Valley Water Works built a ^^nd Dollars ($60,000.00). This amount was increased dam 50 feet high^reating the Searsville Reservoir. It is °" '^e 16th day of June, I860, to the sum of Three Mil- proposed to raise it 50 feet higher. All water below the 1'°" Dollars ($3,000,000.00); in 1865. on the 9th day of level of the 50-ft dam belongs to the Manzanita Company— February, the Capital Stock was further mcreased to Six Million above to the Spring Valley Water Company. Dollars ($6,000,000.00) ; and on March 20th, 1868. it was again increased to the sum of Eight Million Dollars ($8,- The Washington and Murray Township Water Company 000,000.00), being still further increased on July 6th, 1876, owned an irrigation ditch which supplied water to lands in to the amount of Sixteen Million Dollars ($16,000,000.00), the vicinity of Niles — taken from Alameda Creek. of which only Fourteen Millions was issued, which sum was mil-, 1 r 1 c J the capital stock at the time said Spring Valley Water Works Llear Lake m tfie northern part or the btate was suggested r , ■ i • i , , T-i c- • \ / II 1T7 transferred its properties and rights to its successor in interest, as a source of water supply. 1 he bpring Valley Water ,,,.,, n it? /^ i- i • . i TT7 I 1 f I ^ ir • A • 1 I IT the Spring Valley Water Company, which was incorporated Works by means or the Calirornia Agricultural and Improve- ,,, ric ii^ii rc.L ^ ^ 11111 1 • f I • 1 I under the laws of the btate. on the 1 4th day ot September, ment L,ompany held lands on the margin of this lake. ,^rvo -i • i i r -r . • i . n/i-ir n* n 1903, with a capital stock of Twenty-eight Million Dollars The Clear Lake Water Company also owned some prop- ($28,000,000.00). No new money was put in to make up erty in that vicinity, as the records show that the Spring Val- this Twenty-eight Million Dollars, the stockholders were simply ley Water Company through one of its officers paid its bills, given two shares in the new company for one in the old. 385 APPENDIX 20— DATA CONCERNING THE SPRING VALLEY WATER WORKS HISTORY OF THE DEVELOPMENT OF THE WATER SUPPLY OF THE CITY OF SAN FRANCISCO. Early Water Supply Previous to 1851, all the water used in San Francisco was secured from small springs and wells inside the city, and from springs across the Bay, at Sausalito, in Marin County, the latter supply being brought to the city by boat. The distribution was made by means of wagons or carts, the water being sold by the bucket and barrel. Mountain Lake Water Company The first steps toward introducing a water supply into the City of San Francisco were taken on June 1 st, 1 85 1 , when the Board of Aldermen passed an ordinance granting A. D. Merrifield et al a franchise, and on August I 4th, 1 85 1 Merri- field and his associates incorporated the Mountain Lake Water Company for this purpose. The source of supply selected was Mountain Lake, covering about 7 acres and located at the head of Lobos Creek, situated in the southwestern portion of the present United States Military Reservation at the Presidio, San Francisco. The Company proposed to build a gravity conduit from the Lake down Lobos Creek and thence along the water front, to a proposed reservoir at North Beach. Owing to injudicious expenditures in construction, (an expensive brick aqueduct having been planned) the com- pany's funds gave out and it was unable to complete the work within the time allowed by its charter. From time to time, several other acts and ordinances were passed for its relief, but without avail. San Francisco City Water Works While the Mountain Lake Water Company was struggling with its financial difficulties, the San Francisco City Water Works was incorporated on June 15th, 1857, under the gen- eral laws of the State, for the purpose of supplying San Fran- cisco with water. The projectors of this company also selected Lobos Creek as its source of supply, which water they proposed to divert at a point near the ocean and high enough to allow it to flow by gravity through a redwood flume, to be built along the ocean and bay shore, to a pumping station to be located at the shore of the Bay and Van Ness Avenue. The Board of Supervisors of San Francisco granted the San Fran- cisco Water Works a franchise on August 6th, 1 85 7. The proposed redwood flume and conduit were built by the company, and on September 16th, 1858, water was delivered into the city. A pumping station forced the water into two reser- voirs, one located on top of the hill at the corner of Hyde and Lombard streets, the other on the bay shore slope of the same hill at a lower elevation, at the comer of Hyde and Francisco streets, from which the water flowed by gravity into the dis- tribution system. These two reservoirs are still in use. The Mountain Lake Water Company fought the San Fran- cisco City Water Works in the courts, but was unsuccessful, and finally, about 1 862, practically ceased to exist. Its prop- erties and franchises were subsequently acquired by the Spring Valley Water Works. Spring Valley Water Works In the earlier part of the year 1858, one George H. Ensign obtained the rights to a small surface spring situated on Mason street near Washington, and on April 23rd, of the same year, secured a franchise to lay down pipes in the streets and to supply water to the citizens; on account of the insignificant sup- ply of water from this spring, the usual reservations of free water for municipal supply were without difficulty overcome and excluded from the franchise, with the exception of free supply for the extinguishment of fires. Within sixty days. Ensign proceeded to incorporate under the laws of the State, and on June 1 9th incorporated with a capital stock of $60,000, the Spring Valley Water Works. After this company was duly incorporated. Ensign did noth- ing further toward the development of the water supply except to negotiate for some three inch pipe, thus complying with Section 1 of the Ensign Act, but never either bought or laid it down ; with this exception and that of taking steps to obtain relief from the legislature to prevent forfeiture of his franchise when about due to expire, the company lay dormant until in the year 1 860, when A. W. Von Schmidt, leaving the San Francisco City Water Works, and associating himself with several capitalists, purchased Ensign's expiring franchise, and the franchise and property of the Islais and Salinas Water Com- pany, which owned 20 acres and water rights on Islais Creek, and took steps as the Spring Valley Water Works to bring water into the city. Islais Creek Islais Creek, in the City of San Francisco, and Pilarcitos Creek, in San Mateo County, were decided upon as sources of supply. The first water brought into the City of San Francisco by the Spring Valley Water Works was from Islais Creek, in the year 1861, by means of a flume about S^ miles long leading out from said creek at a point about Yz mile above the Mission Road. Pilarcitos Reservoir Then a small dam 35 feet high was built in the Pilarcitos Valley, about 1 7 miles south of San Francisco, giving a stor- age capacity of about 60 million gallons, from which water was supplied to the city, by a conduit about 32 miles long, by 386 THE DISTRIBUTION RESERVOIRS way of the Lake Honda distributing reservoir, about the year 1 862. This dam was added to from time to time until, in 1864, when this supply was found insufficient to meet the constantly increasing demand, it was decided to build a larger dam at a point further down the valley. This work was commenced in the same year and the dam was built to a height of 90 feet, thereby making a reservoir of a storage capacity of about 1 000 million gallons at high water mark, 696 feet above sea. This is the present Pilarcitos Reservoir, now in use. Lobos Creek Lobos Creek, a small stream running westerly from Mountain Lake, was secured by the company in 1 865 through purchase of the San Francisco City Water Works, and was used as a source of supply to the extent of about 2 million gallons a day, until the year 1 903 when, the water being considered unfit for domestic purposes by the health department on ac- count of the growang population in its watershed, its use was discontinued. Lombard Street Reservoir The first distributing reservoirs to be built in San Francisco were those of the San Francisco City Water Works, the Upper Russian Hill or Lombard Street Reservoir, and the Lower Russian Hill or Francisco Street Reservoir, which became the property of the Spring Valley Water Works by the purchase of the said San Francisco City Water Works in 1865. The Upper Russian Hill or Lombard Street Reservoir, at an ele- vation of 305 feet and with a capacity of about 2.5 million gal- lons, is located on the summit of Russian Hill, west of Hyde Street between Greenwich and Lombard Streets, and was built about the year 1 860. Francisco Street Reservoir The Lower Russian Hill or Francisco Street Reservoir, built about the same time as the Upper Russian Hill, is located on the northern slope of Russian Hill between Chestnut and Fran- cisco Streets, at an elevation of 1 35 feet and with a capacity of 4 million gallons. The Upper Russian Hill or Lombard Street Reservoir has, since its acquisition by the company, been connected with the Lake Honda distributing system, while the Lower Russian Hill or Francisco Street Reservoir has been placed on the Uni- versity Mound distributing system. The Black Point pumping station at the edge of the Bay at Van Ness Avenue, is sup- plied from University Mound and Francisco Street Reservoirs. Laguna Honda Reservoir Previous to the acquisition of the San Francisco City Water Works by the Spring Valley Water Works, the latter com- pany had built, in 1861 and 1862, the Laguna Honda Reser- voir, near the Alms House, the Market or Buchanan Street Reservoir, and the Brannan Street Reservoir, near 1 6th Street. Water was conducted from Pilarcitos Creek by gravi- tation through about 32 miles of flume, tunnel and pipe, to the Lake Honda Reservoir, elevation 360 feet above sea, at the rate of about 2 or 2 J/2 million gallons daily. From here the water was conducted into the Market or Buchanan Street Reser- voir, elevation of about 200 feet, with a capacity of about 2 million gallons, from which pipes led for the supply of con- sumers, and to the Brannan Street Reservoir, but this latter reservoir being at but an elevation of about 1 00 feet, was aban- doned in about the year 1864 or 1865, as being entirely too low for a satisfactory distributing point, and the company used but the Market or Buchanan Street Reservoir, from which a much better pressure could be obtained. In 1893 the city began the cutting through of Ridley Street, which practically ran through the center of the Market or Buchanan Street Reservoir property, thereby throwing this reservoir out of service. In 1 865 or thereabouts, the Laguna Honda was emptied for the purpose of reconstruction; it was excavated and remodeled to form a large distributing reservoir with a storage capacity of 33 million gallons. San Andreas Reservoir In 1867 the Spring Valley Water Works commenced the construction of the San Andreas dam, about two miles south- west of Milbrae Station and two miles northeast of the Pilarcitos Reservoir. This was completed to a height of 82 feet in about 1869 and in 1871 or 1872 was further raised to a height of 90 feet, wnth a capacity of 6, 1 00 million gallons, at high water mark, 446 feet above sea. College Hill Reservoir In the year 1870 the College Hill Reservoir, which was built to receive the waters from the San Andreas system, was put into service. This reservoir is located on a spur of Bernal Heights, near and to the west of Holly Park, and is at an elevation of 255 feet above sea. It has a storage capacity of 14 miUion gallons and supplies, in general, a narrow strip west of Valencia Street, north of Market Street and as far east as Kearny Street, being principally between the 40 foot and the 200 foot level. Locks Creek Line In May of 1870 began the construction of Locks Creek Tunnel No. 1, which was completed in May of 1873, being a portion of the so-called Locks Creek Line, which was con- templated for the purpose of carrying into the San Andreas Reservoir a portion of the waters of the watershed of Locks Creek, which flows into the Pacific Ocean. The original Locks Creek Line or flume was begun in June of 1871, and 387 APPENDIX 20— DATA CONCERNING THE SPRING VALLEY WATER WORKS completed in May of 1875, being nearly 20 miles m length. Later on, in November of 1897, the new Locks Creek hne was begun, being completed m June, 1899. In the meantime, the upper portion of the origmal Locks Creek Aqueduct, con- sisting of flumes and pipes above Aponolio Creek crossing, being in bad condition and in need of repairs, had gone out of ser- vice and to the present time has not been put in condition for further use. Alameda Creek Land and Water Rights In the year 1875, after Engineer T. R. Scowden, at that time employed by the City of San Francisco upon the water supply investigation, had recommended, on April 1 9th, that the city derive its own water supply from the Calaveras Valley, the Spring Valley Water Company forestalled such a proposition by purchasing, for $1,000,000, in June of said year, about 2300 acres of land in the Calaveras Valley, which included part of the reservoir site situated about eight miles south of Sunol Station ; also the Vallejo Mills properties, near Niles, where a dam and an old stone aqueduct about two-thirds of a mile in length had been built some years previous. The above included water rights, etc. Subsequently the Wash- ington and Murray Township Water Company was pur- chased, also extensive land holdings and water rights on Alameda, Laguna, San Antonio, Arroyo Valle and Calaveras Creeks, above Niles. Purchases were also made of water rights on both sides of Alameda Creek, also of lands in fee simple, from Niles to the Bay of San Francisco. Crystal Springs Upper Dam The Crystal Springs Upper Dam — an earthen dam — was begun in April of the year 1875, built to a height of 25 feet in 1878, and raised to a height of 75 feet in 1885, with a capacity of over 4 billion gallons. 44-Inch Crystal Springs Pipe Line In 1 886 the company laid a 44-inch line of pipe from Upper Crystal Springs Dam to San Francisco; previous to this time there having been made no direct connection to the City, the water had been used only to reinforce the supply from Pil- arcitos Reservoir into whose pipe line this Upper Crystal Springs water had been pumped by a pumping station installed at the aforesaid upper dam. This pump station has long since been dismantled. San Mateo Water Works For the purpose of further enlarging the Crystal Springs sys- tem, the Spring Valley Water Works arranged to secure lands and properties further down the valley, vnlh the inten- tion of building a larger reservoir. On October 3, 1883, it purchased from the San Mateo Water Works its property, with the exception of its distributing reservoir and pipe in the town of San Mateo, and as a part of the consideration therefor the Spring Valley Water Works agreed to furnish said distributing reser- voir of the San Mateo Water Works with 300,000 gallons of water per day. Crystal Springs Reservoir In 1887 the company commenced the Crystal Springs con- crete dam, which it completed to a height of I I 5 feet in 1 888. After a waste, in the winter of 1 889-90, of over 6 million gallons of water, this dam was further raised to a height of 1 45 feet, thereby increasing the capacity of the Reservoir, includ- ing that of Upper Crystal Springs, to 19,000 million gallons. Flash boards have been placed on top of the concrete dam, bringing the high water mark of the reservoir up to 291 feet above sea, at which level the capacity of the Crystal Springs Reservoir is 23,000 million gallons. This necessitated raising the earth dam of the Upper Crystal Springs Reservoir over which the main county road passes to Halfmoon Bay. From the Crystal Springs reservoir the lower parts of the city east of Valencia Street, south of Market Street, east of Kearny Street and along the city front to North Beach and the Presidio, are furnished by way of the University Mound distributing reservoir. Capacity of Three Peninsula Reservoirs These three reservoirs, the Pilarcitos, San Andreas and Crystal Springs, have a total capacity of 30,100 million gal- lons, with an average daily safe yield of about 1 9 million gal- lons. Lake Merced Lake Merced, a body of fresh water situated partly in San Francisco County and partly in San Mateo County, with a sur- face area of about 350 acres, was divided into two bodies of water by artificially extending a narrow strip of land which ran part way across the lake, to the higher ground on the western shore, thus forming the so-called North and South Lakes, with a surface area of about 90 and 260 acres, re- spectively. The first acquisition of water rights on the Laguna de la Merced by the Spring Valley Water Works was in August, 1 868, from the Lake Merced and Clear Lake Water Companies. And in 1877 it began the purchasing of lands about the lake and tributary thereto, until at the present date the Company owns about 2800 acres. The water supply of Lake Merced is maintained by springs to the extent of about 3 million gallons per day, the sur- face run-off being prevented from flowing into the lakes by drainage systems which divert the same and carry it, with its 388 PUMPS AND RESERVOIRS CONTINUED—THE TRANS-BAY SYSTEM impurities from the surrounding districts, into the ocean. The capacity of the Lake Merced Reservoir is 2500 million gallons at elevation 1 9 feet above sea level. Lake Merced Pumping Plants In 1877 and 1878 the company installed a pumping plant on the eastern shore of the North Lake, by means of which water was sent into the Pilarcitos pipe, but this plant has long since been dismantled and put out of service. In I 89 1 a new pump- ing plant was built on the northeast shore of the South Lake, with a pumping capacity of 7,500,000 gallons per day, 3,750,- 000 gallons from each of two Corhss engines. In the year 1900, water was being taken and used only from the South Lake, but since that time the North Lake has been protected from contamination, and in the year 1 903 water was taken from it as well as the South Lake. University Mound Reservoir The University Mound Reservoir was constructed in I 880, at an elevation of 1 65 feet above tide, with 35 million gallons capacity. It receives its water through the Crystal Springs pipe line, from Alameda Creek and Crystal Springs Reservoir. Lafayette Tank The Lafayette tank, which was located on Lafayette Park Hill, on a line with Octavia Street, was removed in 1 902 by order of the Park Commissioners. It was a rectangular wooden tank, of about 72,000 gallons capacity, built about the year 1884, at an elevation of 372 feet, being supplied by the Black Point pumps from the Crystal Springs system. This tank furnished water to the Presidio Heights and Pacific Heights districts, and after its removal, it was necessary to provide other means of supply. Presidio Heights Tank This was done by the construction of the Presidio Heights tank, which was begun in the latter part of the year 1 902 and completed in the early part of 1 903. It is located on the cor- ner of Pacific Avenue and Lyon Street, at an elevation of 400 feet above sea, is built of steel, and has a capacity of 700,000 gallons. Searsville Reservoir About 1887 the company undertook the construction of a tunnel, 24,500 feet in length, from San Francisquito Creek to the Crystal Springs Reservoir, for the purpose of convey- ing to the said reservoir, and storing there, the waters of the San Francisquito Creek. This scheme, however, was later given up and it was proposed to build a dam at Searsville, to a height of I 05 feet, and further, to build a pipe line to carry 5 million gallons of water daily to the Belmont pumping station and connect it there with the city main. The dam was built in 1891, to a height of 50 feet, giving a capacity of reservoir of 329.5 milhon gallons. When the dam is constructed to a height of 1 05 feet, as proposed, the reservoir capacity is claimed to be 3,300 million gallons, 300 million of which belong to the Manzanita Water Company, leaving about 5 million gallons per day available for the San Francisco supply. The present height of the dam, at 50 feet, being sufficient to satisfy the requirements of the Manzanita Water Company, the Sears- ville, or Portola reservoir has not been further developed, and has not been connected with the Spring Valley Water Company system. Alameda Creek Pipe Line — Belmont Pump Station In June of 1887 — it being decided by the company that it would be cheaper to bring the waters of Alameda Creek under the Bay to Belmont, instead of further developing the Searsville Reservoir, and also that an additional supply of water would be required before the Lower Crystal Springs Reservoir could be utilized — the company began the construction of a pipe line designed to divert from the Vallejo Mills dami, also called the Niles Dam, the water of Alameda Creek, and bring it in to the Belmont pumping station, and thence by a pipe to a junction with the Crystal Springs pipe at Burlingame. This pipe line and pumping plant were completed and put in operation in August, 1 888. The pipe is 36 inches in diameter, but re- duced to two 1 6-inch pipes where it crosses the bay. Sunol Gravel Beds The diversion of water at this point on the Alameda Creek was continued until September of the year 1 900, when the gravel beds of the Sunol Valley were thrown into use to filter the water received from Calaveras and Laguna Creeks. The new Sunol Dam, built across Alameda Creek at the lower edge of the Sunol gravel beds and the aqueduct were then com- pleted, whereby the water entered the pipes at an elevation of 80 feet higher than at the original intake at Niles Dam, thus increasing the capacity so as to make it possible to deliver to the Belmont pumps about 1 million gallons per day. The diversion from the stone dam at Niles is practically out of use at the present date, except as it may be used in furnishing water to reparian owners. Submarine Pipes By the addition of two 22-inch pipes laid across the Bay from Dumbarton Point in 1902, the capacity of the Alameda pipe line was increased to about 1 7 million gallons per day, with a present daily delivery of about 1 6 million gallons. (There are four lines of pipe in the submerged portion cross- ing the bay, which here is about a mile wide — two of 1 6- inch, and two of 22-inch — but there is only a single line for the rest of the distance.) 389 APPENDIX 20— DATA CONCERNING THE SPRING VALLEY WATER WORKS Jones Street Tank In, or about, the year 1 890, the company built an iron tank west of Jones Street, between Washington and Clay Streets, at an elevation of 375 feet and with a capacity of 212,000 gal- lons. It received its water from the Crystal Springs system, through the Black Pomt pumps, and supplied the district about Clay Street Hill, generally bounded by the 200 foot level contour. Spring Valley Water Works reports and exhibits show a reservoir to have been built at this point as early as the year 1865, which is mentioned by Engineer T. R. Scowden as being at an elevation of 353 feet, and with a storage capacity of 1 40,000 gallons. Clarendon Heights Tank and Pump Plant The Clarendon Heights tank, located between Clarendon, Lincoln and Belgrave Avenue, at an elevation of 600 feet and having a capacity of 564,000 gallons, was built in 1895. It supplies the highest territory handled by the Spring Valley Water Company, water for this tank being furnished from' the Crystal Sprmgs system, through the I 7th Street pumps, which were built this year, (1895). Pilarcitos Pumps In I 897 the Pilarcitos Pumps were erected at the outlet of the tunnel from San Andreas Reservoir. These pumps Hfted the San Andreas water into the Pilarcitos pipe line which supplied Lake Honda. In 1898 the Crystal Springs emergency pumping station, capacity 1 million gallons, and conduit to Lake San Andreas, were built. The pumps were located at the Crystal Springs con- crete dam. They raised water from Crystal Springs Reservoir into San Andreas Reservoir. Potrero Heights Reservoir The Potrero Heights Reservoir, at an elevation of 3 1 5 feet, and with a capacity of 800,000 gallons, was built in 1897. It is supplied by the Lake Honda system and serves an independ- ent district at the Potrero. Laguna Creek and Pleasanton Wells The first wells on Laguna Creek were sunk in I 898 and wells have been gradually added so that they now comprise over 100 in number not to exceed 40 of which are in use. The water is pumped from these wells into a pipe, which delivers it into the Sunol filter galleries, whilst formerly it flowed in an open ditch and discharged upon the Sunol gravels. Millbrae Pumping Station The Millbrae pumping station, capacity 16 million gallons daily, built at Millbrae station, was finished in April, 1 899. Its function was to lift the water from the Crystal Springs Reservoir and Alameda Creek into the San Andreas pipe line, supplying the College Hill Reservoir. New Alameda Pipe Line A 54-inch pipe line, called the New Alameda Pipe line was connected at Burlingame with the 36-inch Alameda pipe, and from this point about 3 miles were laid during the year 1903, joining the Crystal Springs pipe line at Millbrae. Since the earthquake of 1 906, which destroyed the Pilarcitos pipe line between the San Andreas Reservoir and San Fran- cisco, many changes have been made in the arrangement of the pumping stations, some being moved completely or partially, new ones installed. Branch pipe hnes leading off from the main sources of supply pipes have been built. Before the earthquake, three pipe lines led into the city frOm the penin- sula reservoirs; since that time there have been only two inde- pendent lines. 390 THE SPRING VALLEY WATER COMPANY'S SEVERAL SOURCES OF SUPPLY POSSIBLE SOURCES OF WATER SUPPLY AVAIL- ABLE TO THE SPRING VALLEY WATER COMPANY FROM ITS HOLDINGS IN THE REGION OF SAN FRANCISCO BAY. The sources of water supply considered available to the Spring Valley Water Company are: (a) four reservoirs storing the supply from the Peninsula watersheds, and Lake Merced; (b) the Alameda Creek watershed which supplies the Sunol and Pleasanton gravel beds, and will supply storage for three proposed reservoirs; (c) wells on the Peninsula near the south- western end of the Bay of San Francisco; (d) water from the Coyote Creek watershed; (e) coast streams west and south of the Peninsula watersheds, which flow into the ocean. These sources of supply will be considered in order. (a) Four Peninsula Reservoirs — Pilarcitos, San Andreas, Crystal Springs, Portola — and Lake Merced The area of the watersheds supplying the Peninsula reservoirs and Lake Merced is 58.3 square miles. The present supply from the Peninsula reservoirs and Lake Merced is about 22 mil- lion gallons per day, which may be considered permanently available for use by San Francisco. This is the safe yielding capacity of the above reservoirs excluding Portola, which has not supplied any water to San Francisco, all of its water being used by Stanford University at Palo Alto. The Spring Valley Water Company owns about 29,000 acres of the 37,300 acres, which comprise the 58.3 square miles of watershed. (b) Alameda Creek Watershed The area of the Alameda Creek watershed is 623 square miles or about 400,000 acres, of which the Spring Valley Water Company owns about 48,000 or 1 2 per cent. It also owns water rights to 28,000 additional acres affected by Alameda Creek and its tributaries. Million Gallons Daily The average annual discharge from this watershed dur- ing the 8 year critical period beginning with the season 1897-8 was - 6L6 If the three proposed storage reservoirs contemplated by the Spring Valley Water Company had been built, it is estimated that during this critical period of 8 years, the total supply of the whole Alameda Creek watershed would be 65.8 (50 M. G. D. of this from storage and 15.8 M. G. D. from the areas below the storage sites.) The quantity of water absorbed by the gravels of the Niles Cone from Alameda Creek before water was di- verted to San Francisco by the Spring Valley Water Company was 29.5 This leaves the average annual quantity of water avail- able from the Alameda Creek watershed at 36.3 The average quantity of water diverted to San Francisco from the Alameda Creek watershed during the year 1911 was 1 5.6 Subtracting this from 36.3 M. G. D., the average quantity available during the period leaves the probable quantity of water available for diversion to San Fran- cisco in addition to the quantity diverted during 1911 at.... 20.7 This available quantity can be only temporary, because, when the maximum area irrigable in the Niles Cone — 32,- 500 acres — is irrigated, there will be required for ir- rigation 56.7 This will require nearly the whole available supply of the Alameda Creek watershed — not considering the local require- ments within the watershed itself, which will increase annually. Effect of Diversion of Water From the Alameda Creek Watershed Since the Niles Cone Region (population 11,000; area, about 74 square miles) is dependent upon Alameda Creek for its water supply, the seizure of this source of supply by outside communities, without providing a supply from other sources, can- not be justified. The water-table in the Niles Cone has al- ready been lowered from 8 to 1 feet since the diversion by the Spring Valley Water Company of water for use in San Fran- cisco. Whereas formerly garden vegetables and crops could be raised without irrigation or with irrigation by ordinary suction pumps and windmills, it is now necessary for farmers to install ex- pensive deep-well pumping plants to keep the crops and orchards alive. The future prosperity of the Niles Cone district depends entirely upon the conservation of its water supply from' Alameda Creek. No other supply is available for it. Notice has been served upon the Spring Valley Water Company and other water companies by land owners of the Niles Cone, protesting against any diversion of water from the Niles Cone. During the year 1911, about 81/2 million gallons daily were pumped from this cone and used by communities not resident upon the cone — to- wit, Oakland, 8 million gallons daily, and Hayward l/o million gallons daily. Upon the cone itself, 5'/2 million gallons daily were used, or a total of 1 4 million gallons daily, all of which must come from Alameda Creek. (c) Wells on the West Shore of the South End of San Francisco Bay About the year 1905, the Spnng Valley Water Company attempted to add to its supply by boring wells at Ravenswood on the west side of the south arm of the Bay of San Fran- 391 APPENDIX 20— DATA CONCERNING THE SPRING VALLEY WATER WORKS cisco. Some 40 wells were bored, but the water-table was so lowered through pumping that a water famine in Palo Alto, Stanford University, Mayfield, Menlo Park, Mountain View, and adjoining communities was threatened and, legal proceed- ings being proposed, operations were abandoned. The Spring Valley Water Company own about 8,500 acres in fee simple on the west shore of San Francisco Bay, in the vicinity of Alviso and Dumbarton. It also owns the riparian rights to many thousand acres adjoining the above 8,500 acres. (d) Coyote Creek Watershed The area of the Coyote Creek watershed is 231 square miles, and a water supply of about 50 million gallons daily may be de- veloped from it. But when both the subterranean and surface waters are utilized the supply will even then be entirely inadequate for irrigation purposes in the Santa Clara Valley. It is estimated that about 40,000 of the 1 00,000 acres of ir- rigable land in the Valley may be irrigated from the Coyote River flow when adequately reservoired, under the duty of water prevailmg in the Santa Clara Valley. Under court decisions, none of the waters of Coyote River, surface or sub-surface, may be utilized for the domestic supply of cities outside the confines of the Santa Clara Valley. The Spring Valley Water Company owns a tract of about 1 1 ,500 acres in the Coyote Creek watershed, which includes a large reservoir site. (e) Coast Streams The area of the watersheds of the coast streams which could be utilized for water supply is 64.7 square miles. From the experience with all other nearby sources, it must be assumed that the greater part of all the water flowing into the ocean fromi the coast streams west and south of the present peninsula watersheds will ultimately be required and demanded by the communi- ties along the ocean shore, and therefore will not be available for use in San Francisco. Studies made indicate that 37 M. G. D. could with suffi- cient reservoir and tunnel capacity be developed from these sources from watersheds tributary to points which will allow the above quantity to flow into the Crystal Springs Reser- voir by means of tunnels leading through the crest of the ridge, but this estimate rests upon assumptions as to rate of run off in the creeks and not upon any long term continuous gagings dur- ing a typical flood period; obviously a flashy stream with very small reservoirs may present requirements in size for diversion tunnels that it may be financially impossible to meet. It will be assumed that 20 million gallons daily can be diverted temporarily from these streams for the use of San Francisco. The Spring Valley Water Company is reputed to own sufficient lands to control the reservoir and dam sites in these watershedsj in ad- dition to riparian rights to many acres. Summary of Conditions AflFecting the Sources of Water Supply of the Spring Valley Water Company If the rights of the communities of the Niles Cone should be determined as not being in excess of the 291/2 million gallons daily which the gravels of the said cone absorbed before the Spring Valley Water Company diverted any water from Ala- meda Creek, the remaining quantity of water available to the Spring Valley Water Company during a dry period covering several consecutive seasons such as began with 1897-8, would amount to 36.3 million gallons daily. The Searsville reservoir, if used by the Spring Valley Water Company, will doubtless be utilized for the purpose of storing water brought in from the coast streams by means of tunnels driven through the ridge, as it is considered that the product of the Searsville Reservoir watershed will be required for the communities dependent upon the San Francisquito Creek, upon which this reservoir is built. The three peninsula reservoirs, Pilarcitos, San Andreas, and Crystal Springs, together with Lake Merced have an an- nual safe yield of 22 million gallons daily. Assuming that 20 million gallons daily might be available from the coast streams, with sufficient tunnel and storage capacity for conserving the sudden flows, the total available supply will amount to 78 million gallons daily, which is about double that used at present in San Francisco. It is to be noted, however, that the Niles Cone is supplied from Alameda Creek, and when all of the lands capable of being irrigated are irrigated, practically all of the Ala- meda Creek water will be required on said cone, and for the use of the communities within the Alameda Creek watershed. The communities residing on the west coast streams have no other source of water supply available than these same west coast streams. The Ocean Shore Railroad, which fol- lows along the ocean shore through this region, will cause the rapid up-building of these communities, and will intensify the cultivation of garden truck, etc., now in its infancy. This will require a large quantity of irrigating water, hence it is fair to assume that the coast stream communities will need all of the water capable of being developed from said water- sheds. The communities lying to the east of and adjoining the Peninsula Reservoirs which are not now supplied from said reservoirs, if they are to grow, will require water from these sources. As has been shown no water from Coyote Creek is available outside of the Santa Clara Valley. 392 CONTROVERSIES BETWEEN THE SPRING VALLEY WATER COMPANY AND THE CITY LITIGATION Since the formation of the Spring Valley Water Works there have been three periods of litigation between it and the City. The htigation in the first period of about ten years, beginning with 1867, was on the question of whether the City was en- titled to free water for municipal purposes, as stated in the franchise; in the second it was on the question of the method of fixing the rates to be charged for water, and began in the year 1877; and in the third, it was over the valuation of the properties of the company upon which should be based the reasonable rates to be charged. A separate suit being filed for each year since I 903 except the year 1 906. First Period of Litigation Complying with the terms of their franchises both the Spring Valley Water Works and the San Francisco Water Works supplied the city with water free of charge up to the time of their consolidation and for two years following or until May, 1867, when a test suit was filed by the Spring Valley Water Company against the City to recover the sum of $1,728.48 for water used by the City in irrigating Portsmouth Square. Then commenced a ten year struggle between the water com- pany and the City, wherein the water company endeavored to compel the city to pay for all water used for municipal pur- poses with the sole exception of water actually used in the extin- guishment of fires, basing its contention on a section of the Ensign franchise. This feature of the controversy was carried through the courts, being won by the company in the lower and by the City in the higher. The company then endeavored to have the act granting the charter declared unconstitutional, which it succeeded in doing. It then renewed its demands that the city pay for the water consumed for municipal purposes. As the statute granting the charter had been declared unconstitutional, the city claimed that it was entitled to such water by virtue of the general incorporation laws under which it had been held that the company had received its charter. This contention was also carried through the courts and decided by the Supreme Court in favor of the city, thus finally ending the litigation, there being no further loophole left for the company, and it then, of necessity, withdrew its demands, now grown to nearly half a million dollars. Upon the adoption of the New Constitution in 1 880, the company became entitled to payment for all water used, at rates fixed by the Board of Supervisors. Second Period of Litigation The Spring Valley Water Works owned two special fran- chises granted by the State Legislature, "The Ensign Act" and the "Bensley Act." These special acts provided that water rates should be established by a commission. No record ap- pears that any rates were ever so established, the water com- pany having collected rates established by itself. In 1874 both of the above special franchises were declared unconstitutional. In 1876 the legislature passed an act to establish water rates for the City and County of San Francisco, which, with its supple- mentary and amendatory acts, provided that the Mayor should appoint five commissioners to fix the rates. Such a board was appointed, and fixed certain rales, but the company refused to abide by the action of this board and on bringing the matter into court, succeeding in having the said act of the legislature de- clared unconstitutional. Acting then in accordance with the general law, the Board of Supervisors, in 1877, appointed two members of a board of five to fix rates, of which the water company was to select two, with a fifth to be chosen by the first four. The company appointed its quota and this Board of Water Commissioners, in June, 1878, presented to the Board of Supervisors a schedule of rates to be instituted and remain in force and effect until new rates should be established. The rates so established were in force until the year 1 880, when the new constitution went into effect, and by virtue thereof the Board of Supervisors proceeded to establish water rates, fix- ing a schedule about 20% under that of the Board of Water Commissioners. The water company endeavored to revive the Board of Water Commissioners in order that it might enjoy the higher rates, and on the refusal of the Board of Supervisors to fill the vacancy then existing in the Water Commission, the com- pany brought suit to compel such action. This suit, on being carried to the Supreme Court of the United States, was de- cided against the company. Since that time all rates have been fixed by the Board of Supervisors. Third Period of Litigation The third period begins with the year 1 90 1 , when an action was brought to enjoin the water rates established by the Board of Supervisors for the fiscal year 1901-2. This action was dis- missed by the Spring Valley Water Works on Dec. 31, 1902. Beginning with the water rates established for the fiscal year 1 903-4, and including rates established for the fiscal year, 1912- 1 3, with the exception of the rates established for year 1906-7, suit has been brought each year to enjoin and set aside rates thus established. The suits to enjoin the rates for the three fiscal years be- ginning with 1903-4 and ending with the year 1905-6 were decided by the U. S. District Court October, 1908; the court found that the ordinance did not allow the company 5% upon the value of the property used and useful in supply- ing water to the city of San Francisco and its inhabitants. 393 APPENDIX 20— DATA CONCERNING THE SPRING VALLEY WATER WORKS In these actions the water company contended that its prop- erty, used and useful for rate fixing purposes, had a minimum value of between 40 and 45 million dollars, with a maximum of 70 million dollars. The City had valued the property at about 25 million dollars. The Court found that it had a value of 2 7 J/2 million dollars. The remaining suits are still pending before the Court for final action. Property Held for Future Development Etc. Outside of the property now in use are vast areas, some of it bought for protection, but most of it bought with a view to making provision for the future. The Court in the rate cases for 1 903 and 1 904 found a value for this property not then m use of $5,101,132 but since 1 904 large additional purchase of lands have been made at a cost, as certified by chartered accountants to November, 191 I, of $4,766,409 The present real estate holdings of the company owned outright (exclusive of lands where only the water rights are owned), exceed 100,000 acres. Some of this is of small value per acre, but other parts (the 2700 acres of Lake Merced lands, for example), would be of great value for subdivision if not dedicated to public use. The values found by the Court were for rate fixing pur- poses and not for sale purposes and did not include "going concern" values. Offers of Sale of Spring Valley Water Works to San Francisco Two offers to sell the Spring Valley Water Works were submitted by said company to the City of San Francisco; one in 1877, for 16 million dollars, was rejected by the Board of Supervisors; the other, in 1910, for 35 million dollars, though accepted by the Board of Supervisors, failed by a narrow margin to secure the necessary two-thirds vote of the people at a special election held for that purpose. A third negotiation is now under way — an informal offer of 38J/2 million dollars having been submitted by the city authorities to the Spring Valley Water Company on August 9th, 1912. MerceJ Coyote *- no*- shown - 12,4-26 Ac. i ^ RELIEJ- 3IAP SHOWING LANDS, RIPARIAN RIGHTS AND RIGHTS OF WAY OWNED BY S. V. W. CO. 394 Appendix No. 2 1 . A PROPOSAL FOR THE PURCHASE OF THE SPRING VALLEY WATER WORKS BY THE CITY OF SAN FRANCISCO. San Francisco, Cal., August 9, 1912. Spring Valley Water Company, 375 Sutter St., San Francisco, Cal. Gentlemen — Regarding the Purchase of Works b^ the Cify. — The undersigned, the Mayor and members of the Board of Supervisors of the City and County of San Francisco, the City Attorney and members of the Special Committee on Water Supply, unite in urging your company to co-operate in a friendly settlement of a long-standing controversy without further litiga- tion or delay by selling to the city all of the vk^ater works prop- erty owned by your company for the price named below, which price is based on your offer of two years ago, and upon Judge Farrington's findings in the rate cases, with additions which we have arrived at from reasons stated below and as a matter of business judgment. Several parts of our city are suffering from a scant supply of water from your company for fire protection ; there is com- plaint of defective domestic supply in certain elevated sections; the natural development of certain important districts is held back because of your lack of extension of water pipes, and a well-founded belief exists that the combination of all your sources now in use, with the present transbay conduit, would fail to yield the necessary quantity should the next two or three years be of small rainfall. Our great exposition is almost at hand, and the most rapid growth that our city has known is quickly coming, and it is of paramount importance that our city should own and be in responsible control of the works that supply its homes, its commerce and its manufactories with water. By letter of November 29, 1909, your com- pany offered its water works property until Jan- uary 20, 1910, for $35,000,000 This offer failed of acceptance by the citizens by an extremely narrow margin in the two-thirds vote required under our charter, and for reasons so well understood that they need not be repeated here, and which are matters of the past. 395 APPENDIX 21— PROPOSAL FOR PURCHASE OF SPRING VALLEY WATER WORKS If we add to this the value based on the pur- chase price of your real estate purchases reported by chartered accountants during 1910 and 1911, the sum of 2,2 1 9,477 we have a total of 37.219,477 The offer of $35,000,000 made in Novem- ber, must have included as a factor the value of "going concern." Since that time you have purchased some addi- tional property and have made some extensions of mains, these capital expenditures amounting, we understand, to about $146,196. and there has been some increase in value of your large holding of Lake Merced lands, if these could be considered as for subdivision and sale as building lots. But, on the other hand, the physical part of your plant has been depreciating, and we note that in your printed annual report to stockholders, depreciation is allowed for at the rate of $260,- 000 for the year 1910. also $260,000 for the year 1911. If we add to the above valuation of $37,219,- 477. for the purpose of making due allowance for all factors of valuation and of all net increase in value since November 9. 1909. considered on a basis which we believe most favorable to your company 1 ,280,523 we have a figure of 38,500,000 It may be noted also that this sum happens to be just 1 per cent more than the price at which you offered to sell upon January 20, 1910. To approach this in another way. eliminating from consideration your offer of $35,000,000: The decision of Judge Farrington. reported October. 1911. in the water rate cases for the years 1903. 1904, 1905. after allowing for physical depreciation and after weighing much evidence upon the value of component parts of your water system, found a value for that por- tion of the plant in use in 1903 for supplying this city, of 25,771,984 This value for rate fixing purposes did not include the value of certain properties then and now held in reserve for future use, nor did it 396 BASIS FOR PRICE PROPOSED include "going concern" value. He found val- ues for the property not in use aggregating 5,101 ,1 32 This included the Clear Lake property valued ^'; 243,351 which, as we understand it, you do not now own, leaving a net value for property then unused. . 4,857,781 Making a total value of property used and unused, as of the year 1903 30,629,765 If we add to this, expenditures for real estate, purchases and permanent improvement, from January 1, 1904, to January, 1910, as shown by reports of the Spring Valley on file with the c'ty 2,546,932 And the amount paid for real estate purchases during 1 9 1 and 1911 2,2 1 9.477 We have a total of 35,396,1 74 But a large part of the above $2,546,932 must have been offset by physical depreciation, possibly one-third or one-half. Some parts were damaged by the earthquake, as, for example, the Pilarcitos pipe line, valued at about $300,000, of which perhaps $75,000 value was reclaimed, and the ordinary physical depreciation for which each of your two latest annual statements have allowed $260,000 per year, has been going on for two and a half years. If we add for going concern value and for whatever permissible increase in value of real estate that may have been over and above the obsolescence and depreciation in value of phy- sical plant from 1904 to this date, the sum of. . 3,103,826 the total value today as thus found is 38,500,000 The population and your revenue from rates has increased since January 20, 1910, but the plant has become so loaded that we believe no sufficient reserve capacity in the pipes, pumps and reservoirs remains for emergencies. We believe that for some time past the actual conditions have demanded the construction of the proposed Calaveras reservoir, a new transbay conduit and a very large extension of the distributing system. In considering the value to the city of your works as a whole, a matter of much importance is the fact that new and more complete investigations of the Spring Valley's undeveloped 397 APPENDIX 21— PROPOSAL FOR PURCHASE OF SPRING VALLEY WATER WORKS sources have shown, as we believe, that their capacity for a reasonable dependable extension of the supply is much smaller than had previously been supposed by city officials and citizens, as well as your own officers and stockholders, so much so that we believe work on a larger supply from the mountains must be begun very soon. Although the value of certain of your lands, if viewed as for subdivision and sale as building lots, has probably increased since January 20, 1910, the matter of their value as a part of the water supply, involves other considerations, such as that of their not being available for sale because long impressed with a public use, and consideration must be given to the principle that such property must be valued as a whole for water supply purposes and not as an aggregate of the values of parts. While it may be true that where private property is sought to be condemned for a public purpose, the highest use to which the property may be devoted is to be considered. Yet, where a property is once devoted to a public use and it is sought simply to continue that use, the rule applied to condemnation of private property ought not to obtain. There are many difficult legal questions, the discussion of which might greatly prolong a technically precise determination of some of the elements to be considered in finding the value of the whole, and meanwhile, the interests of our city would suffer. While it is a simple matter to agree on values of the pipes, pumps, dams and structures, and is not difficult to approximately determine the value of real estate to be used as city lots, or for agriculture, there is room for wide and endless difference of opinion on values of water rights, particularly those not yet in use and not tested by use as to capacity ; and there is also room for much doubt about the rule to be followed in the enhance- ment of real estate value by its adaptation and use for water works purposes. For the reasons stated above, and because promptness in large extensions of city mains and in providing a large addi- tional supply and the ending of controversy are each elements of great value to the city, we have sought to reach a fair price in starting with the Farrington findings on values as a basis, also independently with your offer of two years ago as a basis, and adding a sum dictated by business judgment, rather than to incur delays of appraisals, arbitrations and the courts. The sum of $1,280,523 is, therefore, added to the price at which you offered to sell about two years ago, plus the cost of your acquisitions to December 8, 1 91 1 , and the sum of $3, 1 03,826 is added to the valuation of Judge Farrington of the property used and unused as of 1903, plus cost of acquisitions from 398 MARKET PRICES IN CONFIRMATION OF PRICE PROPOSED 1903 to 191 1, inclusive, making the round sum of $38,500,- 000 for the purchase of all of the Spring Valley Water Com- pany's physical properties, as before, with all additions used or capable of use for water supply purposes. This offer is made with the further understanding that all pending litigation between the city and your company shall be dismissed and the impounded rate funds released by the city ; such settlement and release to be made, however, solely as a part of this compromise offer and without prejudice to the right of the city to further litigate the question of the disposition of such impounded funds in the event that this offer is not accepted. The undersigned pledge themselves individually and collec- tively to recommend earnestly to the citizens to vote for the purchase at this price, which we believe is not only fair but liberal to your company and is reasonable and proper for the city to pay for the property and for the advantages incident to obtaining control in the immediate future in order to stop con- troversy. We find from your report to the stock holders of December 31, 1911, as confirming our views of the liberality of this offer, that it covers liberal additions to the careful appraisal of the several parts of the property made a few years ago by our then city engineer, Mr. Grunsky, and he today expresses the belief that this is a fair offer ; we also find that after paying par for each 4 per cent bond of your company (now quoted at $93.50), that our offer, if accepted, would make available for distribution to each of your stock holders about $71.53 for each share of stock, on which the market quotation since the fire (or since the two for one stock issue of September, 1903) has never been greater than $65, and which is now about $61, this giving to each bond holder a substantial in- crease over the market value of the best 4 per cent public service company bonds and 7 per cent above the present mar- ket value of your bonds, and giving to each stock holder an increase of about $10.53 per share, or about 17 per cent, above the present market value of his stock. Should the price of $38,500,000 prove acceptable to your company and to the voters, a long time must necessarily elapse before the titles could be passed and the new administration provided for. We deem it important that the work of increasing the supply and of extending the mains should pro- gress rapidly meanwhile. This can be accomplished by means of the resources at your command. Upon your favorable consideration of the above, we pro- pose to further request your company to immediately carry 399 APPENDIX 21— PROPOSAL FOR PURCHASE OF SPRING VALLEY WATER WORKS forward the work of constructing the Calaveras dam and reser- voir, already begun by you, and to also with all speed con- sistent with economy, construct the line of steel pipe, 6'/2 feet net diameter with its connecting tunnels from the valley of the Calaveras creek to your Crystal Springs reservoir, which forms a part of the Freeman plan for the future bringing in the water of the Tuolumne river, and would in the meantime also bring in the additional supply now required. This new work to be in accord with the city's plans and specifications and at its actual cost to you plus 1 per cent, to be added to the price named above. Upon similar terms we would also ask that the extension of distribution pipes be immediately carried forward in various districts to be specified. We have proposed above what we believe a liberal basis of adjustment and we appeal to your shareholders and officers that controversies in water matters may cease and that mutual confidence and co-operation in the upbuilding of our city may prevail. Respectfully submitted, (Signed) JAMES ROLPH JR., Mayor. (Signed) PERCY V. LONG, City Attorney. (Signed) THOMAS JENNINGS, Chairman, Finance Committee. (Signed) ALEXANDER T. VOGELSANG. Chairman, Public Utilities Committee. (Signed) CURTIS H. LINDLEY, Advisory Water Committee. (Signed) CHAS. A. MURDOCK, ADOLPH KOSHLAND, EDWARD L. NOLAN, J. EMMET HAYDEN, FRED L. HILMER. HENRY PAYOT, DANIEL C. MURPHY, GEO. E. GALLAGHER, A. H. GIANNINI, OSCAR HOCKS, PAUL BANCROFT, RALPH McLERAN, BYRON MAUZY, WM. H. McCarthy, GUIDO E. CAGLIERI. Members of the Board of Supervisors. 400 OPINION OF CONSULTING ENGINEER UPON PROPOSAL TO PURCHASE SAN FRANCISCO, Aug. 9, 1912.— To the Hon. James Rolph Jr., Mayor of San Francisco, San Francisco: My Dear Sir — I have care- fully studied the accompanying proposal to the Spring Valley Water Works, which it is contemplated will be signed by yourself, members of the board of supervisors and members of the advisory water committee, suggesting your willingness to advise the purchase of the entire plant of the Spring Valley Water Works for the sum of $38,500,000 and the release of the impounded rate funds by the city. I have not undertaken to make a detailed appraisal from an engineer- ing standpoint of all the integral factors constituting the Spring Valley system. This would require one or two or three months' diligent work with several assistants, but I have now for two years from time to time been studying one element and another of the Spring Valley system and have made personal mspection of all of their developed water sources and much of their physical plant — pumps, dams, etc. Some months ago I collected data from the testimony in the rate cases as to the separate value of various elements and placed these in parallel study for further analysis, so that I have a general knowledge of the properly and its relation to present and future needs. In arrivmg at valuations of plants of this character, the most recent practice and procedure followed in fixing the values is to deal with the properties as an entirety: regarding the tangible and intangible elements as being so interrelated that division into parts, the sum of whose separate values should be the value of the whole, is practically impossible. It seems to me that the analysis presented in the accompanying proposal is logical and that its conclusions are sound and fair, and I strongly recommend that the proposal be made in the interest of a solu- tion of the city's complex problems. Sincerely yours, JOHN R. FREEMAN. Consulting Engineer. 401 INDEX Page. Abandonment — Of use of Lake Merced 80 Of use of Lobos Creek 387 Absence — Of reservoir sites, Sierra rivers 160j Of rigid sanitary restrictions, Boston water supply 35 Absolute right in each landowner to abstract percolating waters 209 Absorbing of floods, Pleasanton Valley 86 Absorption — Alameda Creek gravels, incompleteness of 196, 198 Alameda Creek gravels, limit of capacity 196 Livermore Valley gravels 88, 201 Absorptive power of gravel intakes 1 96 Abstraction — • Of percolating waters 209 Of water, Niles Cone 94 Absurdity of statement that tourists would be excluded from Hetch Hetchy 33, 52 Abutments, Poopenaut dam 293 Accessibility — For repairs to pipe 258 Hetch Hetchy 289 Hetch Hetchy aqueduct 239, 289 Moccasin Creek region 281 Mt. Shasta aqueduct 330 Yosemite Park through roads to be built 15, 56 Accident — ■ Protection against, filtered water supply 320 To aqueducts, reserve against 134 Accidents — ■ Additional future reserves against 65-67 Freedom from. New York aqueduct 71 Accumulations of storage, Pleasanton wells "7 Accustomed flood flow of stream, paramount right of owner to . 208 Acquisition — Jointly by Bay cities of Tuolumne water supply 161-165 Lands and rights, McCloud River 343 Of ample water rights for the future 138 Of lands for San Miguel reservoir 129 Of reservoir sites ' ^ Of rights of way ; '^ Of water rights '2 Of Tuolumne County Water Company's system by Sierra and San Francisco Water Company 304 Act of Congress, Central Canal and Irrigation Co 340 Activities — In use of Stanislaus water 304, 305 Stanislaus River, Middle Fork ••■•■■ 305 Acts for formation of municipal water districts 164-165, 167-171 Actual- Diversion and use determines validity of water right. . . . 342 Diversion and use, no right to water before 342 Growth, San Francisco '6 Rate of growth. Greater San Francisco 76 Release for priorities less than theoretic 104 Use of Tuolumne water found smaller than recorded priorities "-' Actual cost — Los Angeles aqueduct, underestimated cost 223 Truckee-Carson project tunnels 250 Tunnels constructed 250, 251 Adams, A. L., on greater water supply, Oakland 175 Additional — ■ Future reserves against accident 65-6/ Power from releasing priorities below Moccasin Creek . . 61 Additional — Quantity available for East Bay region Quantity available for Oakland Quantity available from Spring Valley sources Reservoirs for impounding floods Storage reservoirs possible Supply, Alameda Creek Supply available. People's Water Company. Supply available. Spring Valley Water Company Supply available. Union Water Company Supply, Bay Shore gravels Supply, East Bay region Supply from present sources 69, Supply, Los Angeles Supply, Niles Cone, investigation of Supply, People's Water Company. Supply proposed bv H. Schussler Supply, Spring Valley Water Co Supply that Spring Valley Water Company could deliver Water resources. Bay shore gravels Water service required, San Francisco Adequacy — Of supply. Feather River Of supply, Tuolumne River Of supply, Yuba River Of surplus run-off, Tuolumne River in driest years Adequate water supply for outlying districts, plan to secure... Adit, Hetch Hetchy dam Adits — Canyon tunnel Groveland tunnel Tesla tunnel Adjustment of disputes between overlying land owners .Administration charges omitted from first estimates, Hetch Hetchy aqueduct Administration expenses — Hetch Hetchy aqueduct divisions Hetch Hetchy project Los Angeles aqueduct New York water supply Admirable quality of workmanship. Los Angeles aqueduct tunnels ■ Admixture, Hetch Hetchy and Spring Valley water Advantage of intensive farming near city Advantageous location of San Francisco Advantages — McCloud River project Poopenaut dam site Pressure tunnels Tuolumne source Adverse conditions — Hetch Hetchy aqueduct lining Los Angeles aqueduct lining Adverse public opinion aroused by court decisions Adverse rights — Alameda Creek 96, Arroyo Valle McCloud River Niles Cone Pitt River Sacramento River Tuolumne River 101-104, 106-107, Advisability of building — Arroyo-Valle reservoir Calaveras reservoir Page. 97 97 97 25-27 68 83 80 80 80 81 174 97 80 70 176 68 179 94 94 211 81, 70, 75, 83, 80, 349 81 355 81 211 287 286 284 283 205 240 300-301 299 227, 299 299 223 294 80 78 330 291 121 72-73 223 223 176 179, 186 96 342 179, 186 342 342 285 , 293 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO pus hino Tuolumne works Advisabillity of building — Further reservoirs, or o San Antonio reservoir Advisable to deliver Hetch Hetchy water direct from pipes. . . . Advisory Board of U. S. Army Engineers — Conference with Letter to Advisory Water Committee 7, 62, Affidavits, H. Schussler Aggregate yield from present sources, ultimate decrease in Agricultural needs — Niles Cone San Leandro Cone ■ • San Lorenzo Cone San Pablo Cone Agricultural uses of water Air — Currents, Coast Range Pockets, tunnels - Alameda City — Branch aqueduct to Adoption of proposition favoring consolidation with San Francisco Wells in Alameda County — Cities, efforts to acquire water plants Communities in Density of population Future demands for water for Future population of . . • ■ Increase in consumption Injury by heavy draft on Niles Cone Irrigated acreage Irrigation consumption Alameda Creek — - Additional supply from Adverse rights on 96, Amount of water diverted fiom 81, Average run-off , Backwater 1 80, Bridge over Broad, gravelly wash of Cessation of flow at time of drought Concrete piers Concrete pipe Concrete weir across Conservation of flood waters Critical period of rainfall Cross currents Dependable yield Discharge 84, 87, Diversions by Spring Valley Draft on by Spring Valley Dry years Eddies Evaporation 84, Flood level Flood torrents 85, 86, 180. Flow 82, 84. 86-87. 91, 94, 181, 189-190, Gaugings 82, Gravels Great and sudden floods Lands and water rights Limited supply from underground waters Local use of water 85, 91 , 187, Measuring weirs Necessity of storage Percentage of rainfall to run-off. Pipe lines, successful operation of Present diversion from. , 81 , Problem, presentation by Cyril Williams, Jr Ramfall contours Rainfall stations 192, Relation of daily run-off to daily rainfall 68, 69 88 62 7, 70 5 395-400 192 81 97 97 97 97 34 21, 22 i 124 174 165 76 78 78 78 78 80 78 78 81, 83 179, 187 84 86 91, 189 183, 184 258 258 188 258 258 258 84 204 82 179-202 175, 180 175 204 196 181 91, 195 181 181, 193 193, 197 180-183 196-198 87 388 86 190, 204 181 188 88 123 84, 86 190 197 194, 195 Alameda Creek — Reservoirs, evaporation loss Retarding effect of rough, rocky bed, etc Riparian rights Run-off Safe supply Shrinkage in Source, date of reaching limit of for city supply Sources, report by Cyril Williams, Jr Section showing Siphon across Submarine pipes Topographical map of bed Torrential floods 85, 180, Unfavorable conditions for measurement of discharge. . . Valley, steel pipe siphon across Variability of run-off Views 1 82 Water, quality of 61, 64, 187, Waste waters Watershed 172, 186, 188, 193, 197, Weirs Wet years Yield 83-84, 186-190, 192-193, Alameda pipe line, date of construction Alameda Water Company — Negotiations for sale to San Francisco Owned Calaveias reservoir site and rights Owned Vallejo mill Alfalfa, irrigation of, Decoto Algae— From surface waters, straining of Growths, foothill region, Stanislaus River Alkali mud, corrosive action of Alkaline character, California water Allardt, G. F., replenishment of Niles Cone Allowance for overhead charges, Hetch Hetchy aqueduct All unappropriated Tuolumne River water should be reserved for domestic supply of bay cities Alluvial— Deposits, Alameda Creek, far from impermeable Formation, San Joaquin River Ill, Altamont — Pumping station ) 39, Pumping station, American-Cosumnes project Pumping station, Mokelumne River project, cost of Reservoir Reservoir, Stanislaus River project Altered lava. Dry Creek tunnel 1 M , 115, Alternate pipe route, Hetch Hetchy aqueduct Alternating daily delivery of Crystal Springs and San An- dreas water Alternating studies for distribution aqueducts Alternati\e distribution aqueducts — Cross valley connections Geological sections Junction point Pumping station Route of Structures on Tunnels for Alternative pipe line — Millbrae-San Mateo division San Miguel-Millbrae division Tunnel through San Bruno Mountains Alternative project, filtered water supply Altitude — Effect on evaporation Testing of Altitudes, high — Evaporation at Temperature Alvarado bay shore — Increase in draft on 86, 188. 1^ Page 189 82 180 91 190 198 190 81 87 291 383 182 93 82 258 196 185, 203 194, 198 188 199, 391 181 196 196, 391 389, 390 385 385 385 92, 93 61 304 122 229 204 298 22 200 115 114, 141, 142 313 368, 369 139, 142 308 116, 276 112 126 123 294 125 294 294 294 294 126, 294 297 296, 297 238 318 100 199 199 70 INDEX Page Alvarado bay shore — Spoiling of water by sucking in salt 70 Alvarado wells — Infiltration to % Location of 95 Proportional yield from for east bay region 172 Yield : 177 Amador Canal — On North Fork, Mokelumne River 365 Source of supply for Electra 355 Amendments to State Constitution 155 Amerlcan-Cosumnes project — Annual requirements for irrigation 311 Average daily yield 312, 314 Based on broad principles of conservation 312 Canal capacity 313 Comparison v^'ith Tuolumne project 160e, 160f, 160g Cost 313. 314. 160f Diagramatic profile of I60f Engineering features 311 Gravity flow 311.313 Horsepower available for general purposes 311 Horsepower required for pumping 311 Initial capacity 313 Irrigation requirements 313 American-Cosumnes Source — Map showing 310 Offered to San Francisco by Bay Cities Water Com- pany 1 60e Plenty of water to satisfy all needs 312 Power development 311 Power required for pumping 311 Pumping of water 313 Pumping station at Allamont 313 Quantity of water available for San Francisco 314 Rainfall map 312 Report by J. H. Dockweiler 31 N314 Quantity of water required by irrigationisls 313, 314 Route of pipe line 310 Run-off 313 Storage capacity 314 Tunnel capacity 313 Ultimate capacity 313 Value of Bay Cities Water Company's property 313 Water rights to be purchased 313 American-Cosumnes watershed — Area of 313 Distance from San Francisco 313, 314 American Engineering Corporation 164 American River — Corporate ownership of lands 313 Industrial needs for water 312 Irrigable land dependent upon 311, 313, 314 Irrigation requirements 311 Depth to ground water in lands at mouth 311 Needs of irrigable lands 312 Priorities 3 1 -i- Privately owned lands 312, 3 1 :> Purity of water • • 314 Reservoir sites 314 Sub-irrigated lands 311 Water 313 Watershed, rainfall 313, 314 Amount available — American-Cosumnes source, for San Francisco 313, 314 Feather River, for San Francisco 348 Stanislaus River, for San Francisco 305, 307 Tuolumne River, for San Francisco I0M07, 285. 361-363 Tuolumne River, to City, if priorities are restricted to maximum that can be beneficially used 101, 103 Amount diverted — Alameda Creek 81, 84, 86 Modesto Canal 359 Niles Cone, by People's Water Company 1 74 Niles Cone, by San Lorenzo Water Company 174 Page Amcunt of water — Required for future needs 81 Right determined by actual diversion and use 342 Remaining, Tuolumne River, after satisfying all irriga- tion needs 360 That can be diverted from Tuolumne River by City without encroaching on prior rights 21 Amphibolite — Dry Creek tunnel 248, 278 Unit costs of tunneling through 278, 279, 281 Ample supply from Tuolumne River 80 Ample water rights for future, necessary to be secured 138 Analyses- — Of cost, steel pipe siphons, Los Angeles aqueduct 230-234 Of water, Crockett 315 Sacramento River water 317 San Joaquin River water 317 Analysis of gaugings, Tuolumne River 98 Anderson bridge, over Sacramento River 340 Andesite tuff Ill, 1I6, 249, 283 Angels Camp, water supply of 304, 305 Angle of dip of strata IJO Annexation — Bay cities to San Francisco 165, 166 Berkeley to Oakland 1 66 Annual discharge — Alameda Creek 175 Stanislaus River 307 Annual precipitation, Railroad Flat watershed 366 Annua! requirements, irngalion^ — American River 311 Cosumnes River 311 Niles Cone • 204 Annual run -off — Calaveras dam site 1 96 Sunol . 1 96 Annual yield, Railroad Flat watershed 366 Anti-clines 110 Antioch — Filters 228 Filter tunnels, length of 228 Filler tunnels, unit costs 228 Pumping station, cost of 323 Pumping station, cost of operating 325 Water supply for 315 Antonio-Valle division — Description of 241 Formations 259, 260 Length of 241, 259 Structures on 259, 260 Total cost 260, 300 Unit costs 259. 260 Appearance- Sacramento River water 317 San Francisco water . 317 Spring Valley water 317 Stanislaus water 309 Appearance at Washington, Mayor of Berkeley 161-162 Appendix — No 1 161-166 No. 2 167-171 No. 3 173-178 No. 4 199-202 No 5 203-204 No. 6 205-210 No 7 211-220 No. 8 221-238 No. 9 239-301 No. 10 302-309 No. 11 311-314 No. 12 315-325 No. 13 326-344 No. 14 345-346 No. 15 347-354 No. 16 355-356 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Appendix — No. 17 357-363 No. 18 365-372 No. 19 373-381 No. 20 383-394 No. 21 395-401 Appreciation of Tuolumne source 72, 73 Appropriation of ground waters, legal difficulties I 75 Appropriation of percolating waters ■^'J^ Appropriations — D. P. Doak. McCIoud River 329, 338, 339. 341 For power purposes, McCloud River 341 Of water, McCloud River 329, 338, 339. 341 Appropriator rights, D. P. Doak, to McCloud River 341 Appropriators, burden of proof upon to show surplus under- ground water 2Uo Appropriators right to underground water second to land own- er's right 208 Apricot trees, irrigation of, Niles 93 Aquatic vegetation 1 29 Surface waters in California d2 Aqueduct, Hetch Hetchy 252, 301 Aqueduct tunnels- Baltimore 121 Boston 121 Hetch Hetchy 244-249 Los Angeles 223-227 New York 121 Arcades on highways 18 Arch effect, tunnels 221 Architectural treatment — Hetch Hetchy dam 288 Poopenaut dam 29 1 Arid lands — Great stretches of 209 Necessity of water for • • 80 Armstrong, B., complaint. Inadequate water supply 218 Arrangement of estimate, Hetch Hetchy project 252 Arresting flow. Coyote River, injunction against 207 Arroyo del Hambre Reservoir^ — - Capacity 349, 353 Quantities 349 Storage possibilities 348, 349, 353 Arroyo las Positas, location of . . . . ■ • 89 Arroyo Mocho — Assumption that no water is wasted from 201 Gravels, elevation of 197 Gravels, sinkage into. 199-201 Intake of 86 Location of 89. 113 Porous gravels in bed of 201 Run-off 196 Velocity of flow 201 Volume of flow 201 Arroyo Valle — Adverse water rights 96 Creek, gaugings 1 93 Creek, no dependable data as to discharge 88 Creek, priorities of Bay Cities Water Co 187 Creek, run-off 193 Dam, as to policy of building of 68, 69 Effect on Niles Cone . 8! Gravels, elevation of 197 Gravels, sinkage into 1 99 Intake of 86 Location of 89 Rainfall • ■ 88 Reservoir, advisability of building 88 Reservoir, capacity 67 Reservoir, catchment area 84 Reservoir, evaporation 84, 88, 91, 189, 199 Reservoir, lack of data on run-off from 88, 91 Reservoir, prudency of building 190, 192 Reservoir, storage capacity 1 86, 1 97 Reservoir, temperature 84 Page Arroyo Valle — Reservoir, uncertainty as to advisability of buildmg 94, 97 Run-off 196 Sinkage into 199, 200 Tunnel 247, 259, 260 Artesian belt- Diversion of water percolating in 205 Saturation with percolating water 205 Artesian conditions, Llvermore Valley gravels, cause of 200 Artesian strata — Coyote Valley, replenishment of 209 Santa Clara Valley, intake to 210 Artesian water — Diversion for outside use 205 Existence of, east of Pleasanton 201 Law on use of 205 Llvermore Valley 88 Reasonable use of • 205 Santa Clara Valley 206 Artesian well owners, legal rights of 205 Artesian wells — ■ Bay shore 206 Flowing 206 San Francisco 206 Sufficiency of volume for city supply 202 Artificial conservation of water supplies 383 AsKokan Reservoir, roads around 43, 44 Asparagus, shipping of 77 Assessment — Modesto Irrigation District 360 Turlock Irrigation District 360 Assumed base of wages. Hetch Hetchy project 240 Atmospheric moisture, effect on run-off 194 Attractive appearance of Alameda Creek water 61 Attractiveness of region enhanced by roads to reservoirs 47 Attrition, resultant pebbles and sand grains 202 Audrain Lake. location of 310 Authorities, law on use of percolating waters 205, 210 Automatic cleaning of natural filter 88 Automatic recording clock-gauges 123 Automobillng around reservoirs 43, 45, 54 Auxiliary storage — Merced Lake 126 Poopenaut Valley 241 Available — Draft on cones, limit of 173 Fall, McCloud River 332 Horsepower, Grunsky plan 141 Horsepower, Freeman plan 141 Horsepower, Tuolumne River 31 Inflow, Cherry Valley reservoir 285 Inflow, Eleanor Creek reservoir 285 Inflow. Hetch Hetchy reservoir 285 Quantity of water. Tuolumne River, for San Francisco. 285 Reservoir capacity, Mokelumne River 365, 366 Supply. Alameda Creek water, for cities lessened by local use 187 Supply from Stanislaus River for San Francisco 306, 307 Supply, San Francisco from Tuolumne River 361, 363 Water resources. Calaveras watershed, doubt as to ex- lent of 194 Yield, Alameda Creek 179-202 Availability — For water storage, Llvermore Valley gravels 201 Of surplus water for irrigation 21 Stanislaus River 303 Average — Daily consumption of water, San Francisco 383 Daily pumpage. Spring Valley pumping stations 384 Daily safe yield. Peninsula reservoirs 388 Daily yield, Amerlcan-Cosumnes project 312, 314 Daily yield, San Pablo wells 176, 177 Discharge, Alameda Creek 84, 204 Haul. Bay Head pipe 236 Haul, Hetch Hetchy aqueduct 231 INDEX Page. Average — Natural run-off, Alameda Creek |89 Prices, Hetch Hetchy tunnels 246-249 Quantity of water delivered daily, San Francisco 384 Rainfall, Livermore Valley 1 99 Run-off, Alameda Creek 9| Averaging of droughts 1 99 Averaging of floods 1 99 Avoiding tunneling through gravel deposits 259 Awakening of Orient 77 Bacheldor, Mr., complaint of inadequacy of supply 213 Backllow of salt or brackish water 80, 81 Backwater, Alameda Creek 180, 183, 184 Bad ground, Hetch Hetchy aqueduct tunnels 223 Bad spots, Hetch Hetchy aqueduct Ill Bald Mountain ditch, carries Stanislaus water 305 Baltimore — Consumption per capita 79 New source sought by 1 87 Water supply, tunnels 121 Bart Brown well, Arden, view of 93 Bartell, M. J.— Computations on yield, Tuolumne River 105 Gaugings, Tuolumne River 98 Investigation of Amencan-Cosumnes project 160e Bartels, population of 335 Basin, Livermore Valley — Bottom of 201 Great extent of 200 Origin of 201 Basis — Incidental expenses, Los Angeles aqueduct tunnels 226, 227 Of estimate, Hetch Hetchy aqueduct 221-240 Of estimates, minor structures 251 Of unit costs, Hetch Hetchy tunnels 243, 245 Bathing in reservoirs, forbidding of 34 Bath tubs, increase in use of 79 Bay Cities — Co-operation to secure common water supply 161-165 Desire to join in development of Tuolumne water supply 138 Domestic supply for 22 Federation under borough system 165 Future growth 1 23 Future requirements 65, 67 Future safety of 22 Must have mountain water 71 Quantity of water available from McCloud River 328 Quantity of water required daily by 357 Reservation of Tuolumne River water for use of 22 Union of, in water district 9 Bay Cities Water Co. — Appropriators of flood waters. Coyote River 208 Area of water sheds ' 86 Burden of proof upon to show surplus in flood water Coyote Creek 208 Claim to surplus flood waters. Coyote River 208 Dam proposed to be built by 207 Development of water rights and properties 96 Diversion of waters of Coyote River 206-210 Enjoined from arresting or obstructing flow of Coyote River 207 Litigation with Miller 206-210 Maintenance of rights 96. '87 Mt. Hamilton supply 96 Offer of American-Cosumnes project to San Francisco. 160e Prior rights claimed by 187 Pumping by 207 Purpose of organization 206 Rights of 179, 186 Rights on Arroyo Valle Creek 187 Rights on Bonita Creek 187 Rights on Isabel Creek 187 Rights on Smith Creek 187 Shafts 207 Page Bay Cities Water Co. — Tunnels 207 Value of properties on American and Cosumnes Rivers. 313 Water rights of 96 Work being done by 1 87 Bay communities, merging Into water district 138, 144 Bay crossing — Eel River project 345 Feather River project 351 McCloud River project 33 1 Mokelumne River project 369 Objectionable ] 58 Objection to 321 Sacramento River project 320, 321 San Joaquin River project 320, 321 Stanislaus River project 308 Tuolumne River project 127 Bay head pipe — Average haul 236 Concrete lining 236, 237 Concrete piers 234 Construction of 64 Cost units 236, 253-254 Crosses Santa Clara Valley 253 Diameter of 253 Elastic limit 236 Field shop 236 Gravity flow of water 236 Laying submerged portion 253, 254 Length of 253 Manufacture of 236 Marsh flats 253, 254 Maximum strain 236 Maximum stress 237 Pressure upon 236 Salt marshes 234, 236 Sloughs '253 Submerged portion 253 Trestles 253 Unit costs 236, 253-254 Weight 236, 237 Bay head pipe line — Alternative route for 123 Cost of 253, 254 Field shop 23 1 Haulage of . 231 Method of laying 123 Rate of delivery through I 23 Use of labor-saving appliances 231 Bay head siphon, unit cost 253, 254 Bay region — Excessive storage required for water supply 383 Future population 312 Intensive farming 1 24 Irrigation 124 Present population 312 Storage reserve required for 383 Variability of rainfall 383 Bay shore — Alvarado, increase in draft on 70 Artesian wells • 206 Geology of 91 Gravels, additional water resources of 94 Gravels, deepening of draft 81 Gravels, quantity of water available from 81 Ground waters, increased use of 81 Lands, ownership by Spring Valley 96 Tunnels, unit prices 251 Bay shore wells, yield 82, 177 Bear Gulch power station 139, 141, 143 Bear Gulch, siphons 139, 141 Bear River, dams and reservoirs 1 60a Bear Valley . 303 Bear Valley dam 306 Bear Valley reservoir, storage capacity 306 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Bearing of geological studies, underground waters Beauty — Of falls increased through storage Hetch Hetchy Valley Hetch Hetchy Valley enhanced by works Of landscape added to by dams and reservoirs. . . Beaver Creek, tributary of North Fork, Stanislaus River. Bedrock, depression of, Livermore Valley Bed, Alameda Creek, topographical map of Beginning of construction. Hetch Hetchy dam Bell avenue, San Francisco, view of Bell ranch, Decoto — Page 191 16 57 75 51 305 88 182 73, 74 217 Irrigating Well on 92, 92 93 384 70 109 Belmont pumping station, capacity Below sea level, Niles Cone, plane of saturation. Bench levels 1 ( Bench marks 108, 109 Beneficial use of small part of Mokelumne River discharge... 160b Beneficial use of water by irrigation districts 82, 104 Benefits of new roads 1 49 Bensley act 393 Berkeley — Annexation to Oakland 1 66 Branch aqueduct to 1 24 City Council of - 161, 162 Defeat of annexation to Oakland 166 Favoring consolidation with San Francisco 166, 173-178 Mayor, appearance at Washington 161 Present sources supplying 1 73-178 Resolutions by City Council on Hetch Hetchy 161 Berlin, rate of increase of population 76 Bernal Heights District — Complaints of inadequate water service 211, 216, 217 Inadequate water pressure 217 Lack of fire protection 211 No mams for fire protection 219, 220 Size of mams 216 Bernal Heights tunnels, length of 131 Berryman tunnel, yield 177 Best mountain source, Hetch Hetchy 75 Biddle, Colonel — Member of Advisory Board of U. S. Army Engineers. 7 Order to investigate McCloud River 327 Point of intake, filtered water 315, 317 Big Bend, flow 349 Big Creek — Line of flow 116 Road from Moccasin Creek 289 Shaft at 284 Big Dam 304 Big Dam reservoir 304 Big Meadows reservoir — Distance from San Francisco 347 Storage capacity 348, 349 Big Meadows, volcanic ash deposits 196 Big Oak Flat, location of 4, 116 Biotite granite, Los Angeles aqueduct tunnels 225 Birmingham — Water supply 48, 51 Sanitary restrictions 33 Bishop Estate Co., reservoir site, Stanislaus River, owned by.. 306 Black Point- Pumping station, reservoir supplied from 387 Pumps, capacity 131 Blacksmiths' wages, Los Angeles adequate tunnels 223 Blue Creek camp 370 Blue Lakes — Location of 370 Lower dam 1 60a Rights of Pacific Gas & Electric Co. to 370 Rights of Sierra Blue Lakes Water & Power Co. to . . . . 370 Upper dam 1 60a Water shed, area of 370 Water shed tributary to 370 Page Boarding-house, Hetch Hetchy camp, loss on 287 Board of Engineers, Los Angeles aqueduct 223 Board of Supervisors, San Francisco, complaints on inadequate water service 213-218 Board of water supply, New York 299 Board of Trustees — Daly City 164 Redwood City ' 1 63 San Mateo 1 64 Boating on reservoirs 49, 54 Boats, pleasure, on reservoirs 49 Boise River, dam at 119 Bond issue. Modesto Irrigation District, based on Stanislaus River project 305 Bond issues, metropolitan water districts 164, 169 Bonita Creek- — Priorities of Bay Cities Water Co. on 187 Rights on 96 Bonus payments cheapen cost of tunnel construction 226 Boosters, People's Water Co 1 77 Booster to San Andreas reservoir 139 Borings — Alameda Creek watershed, insufficiency of 188 Catskill Mountain aqueduct 71 Hetch Hetchy aqueduct line 264 Hetch Hetchy dam site , . . I 1 9, 287 Livermore Valley 192 On public lands, permission to make 71 Pleasanton Valley 191 Time for beginning 75 Tuolumne River supply necessary 70, 71 Borough system of government, federation of Bay communities under 1 65 Boston- Aqueduct, moss-like growth 221 Consumption per capita 79 Metropolitan district 64 Metropolitan park system, reservoirs in 39 Metropolitan water board, highways built by 36 New source sought by 187 Progressive development I 53 Rate of increase of population 76 Boston reservoirs — Distributing 38, 42 Impounding 36 Margins 36, 37, 38 Roads around 35, 36, 37. 38 Sanitary regulation, notices 36 Boston water supply — Campers at reservoirs 35 Catchment areas 35, 36 Population on watersheds . 35, 36 Reservoirs 35, 37, 39. 40, 41, 42 Safeguards against interruption 38 Sanitary restrictions 32, 33 Sources 36 Tourists at reservoirs 35 Tunnels 121 Bottom lands, San Joaquin River 265-269 Boundaries — East bay region 1 73 El Dorado national forest 313 Modesto and Turlock Irrigation Districts 83 Bourn. W. B.. courtesy of 192 Brackish water- — Back flow of 80, 81 Infiltration of . 80 Near Antioch 315 Sacramento River 317 San Joaquin River 31 Branch aqueduct lines from Irvington gate house 123, 124, 255 Branch aqueduct — To Al ameda 1 24 To Berkeley 1 24 To Oakland 1 23, 1 24 INDEX Page Branch Aqueduct — To San Francisco 1 23 1 24 Toward San Jose 1 23 Branch road, Hetch Hetchy to TilUill Valley 290 Branch tunnel — To Crystal Springs reservoir 297 To San Andreas reservoir 297 Branner, J. C. — Geology of Livermore Valley g4 On geological refill of Livermore Valley 191 On Livermore Valley gravels gg Report on geology along line, Hetch Hetchy aqueduct.. HO, 111 Report on geology along proposed Lake Chabot and peninsula lines 1 24 ] 26 Specialist on geology ]Q9 Studies, geological conditions, aqueduct line 221 Value of geological studies by |98 Breadth — Livermore Valley gravels 201 Storm waters. Coyote Creek 209 Bridge- Across San Francisco Bay \(j(, Alameda Creek 258 Arroyo Valle 1 99 Hetch Hetchy dam 1 Ig Pitt River 327 San Antonio dam 257 San Joaquin River crossing 269, 270 South Fork Canyon crossing 283 Tuolumne River Canyon crossing 278, 279 Bridges — Basis of estimates on 251 Grunsky plan 1 39 Mokelumne River project, cost of 369 Bridle path to Smith's Peak 15 Briefness of storage, Alameda Creek gravels 196, 197 Brightness of prospects. San Francisco District 77 Broadening of San Francisco water supply problem 138 Brooklyn water supply — Over-pumping of ground waters 70, 80 Test wells 70 Brown, Ross E., replenishment of Niles Cone 204 Bucks Bar reservoir 1 60e Buena Vista District — Complaints of inadequate water supply...., 211, 215, 216 Inadequate water pressure 216 Lack of lire protection 211, 215 Size of mains 216, 21 7 Views of 216 Bugs from surface water, straining of 61 Building materials 72 For roads from public lands 29 From public lands, permit for taking 15, 22, 25 Building of roads, Hetch Hetchy project 13, 15, 240 Buildings, construction plant, Hetch Hetchy 287 Building tunnels by installments 122 Building up of San Francisco, retarded by inadequate water supply 220 Bummer Flat, dam 1 60a Bummer Flat reservoir 160a Bunk house, Hetch Hetchy 286 Burden of proof upon appropriator to show surplus supply, underground water 208 Buriburi Ridge, pressure tunnel 294 Buriburi tunnel 296 Burleson, C. M., report on Sierra Blue Lakes Water & Power Co 370 Bursting pressure, steel pipe 229 Butler, Wm. A., complaint, inadequate water supply 214 Butte County Canal — • Area irrigated by 348 Diversions by 348 Butte tunnel — • Capacity 351 Cost of 351 By-pass, Crystal Springs 126, 238 Cabins, Hetch Hetchy camp 286 Cache Creek crossing. Ml. Shasta aqueduct 327 Calaveras, adverse water rights of Union Water Co 190 Calaveras-Antonio Division — Administration expenses 300 Description of 241 Length of 241, 258,259 Structures on 258, 259 Total cost 259, 300 Unit costs 258, 259 Calaveras connections 1 22 Calaveras Creek — Gaugings 82, 193 No dependable data as to discharge 88 Surplus flow 97 Water priorities 187 Watershed, area of 1 86 Cala\eras dam — As to policy of building of 68, 69 Cost of 1 60m Effect on Niles Cone 81 Calaveras dam site — Area tributary to 1 96 Gaugings 1 93 Ramfall 193 Run-off 193, 196 Calaveras gaugings — Erroneous 1 93 Lack of dependability in 196 Calaveras lands and rights purchased by Spring Valley Water Co 385 Calaveras quartzite Ill, 116, 249 Groveland tunnel 283 Tesla tunnel 283 Calaveras reservoir — Advisability of building 88 Capacity of 64, 65 Catchment area 84, 88 Conservation of flood waters by 94 Cost of 1 60m Erroneous gaugings 88 Evaporation 84, 189, 199 Lack of data on run-off from 88 Location of 112 Plans for 64 Immediate construction of 64 Prudency of building 190, 192 Safeguard in 64 Storage capacity 1 97, 204 Tempeiature 84 Time advisable to start construction 1 79 Calaveras rights, negotiated for by San Francisco 385 Calaveras Valley, rainfall 88 Calaveras watershed — Doubt as to extent of available water resources 194 Run-ofl^ 196 Run-off proportion to that from whole Alameda Creek watershed 196 California — Aoricultural and Improvement Co., subsidiary of Spring Valley Water Co 385 Climatic conditions of 209 Earthquake Commission 124 Earthquake Commission, report of 223 Fruit Canneis' Association, complaint of inadequate water supply 215 Gas & Electric Co., dam of 119 In region of rather high selsmiclty 110 Manufacture of cement in 242 Neccessity of irrigation 209 Nursery Company, Niles, irrigating scenes 92, 93 Products, no limit to market for 77 Uncertainty of seasons 209 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO California — ... ... Varying rainfall ^^^ "Wages of unskilled laborers 251 Calking— Bay Head pipe, cost of ^^" Cheapness of . 23/ Los Angeles pipe, unit costs 230, liZ Portland aqueduct pipe 23/ Camp buildings, Hetch Hetchy 286 Maintenance of 287 Repairs to 287 Poopenaut Valley 2V I Camp equipment, Hetch Hetchy 286 Campers — Boston reservoirs -*-' Exclusion of ^2 Headquarters. Tuolumne Meadows 5^ Paradise for 59, 60 Poopenaut Valley 60 Camp grounds, Hetch Hetchy region 59, 60 Camping— Upstream from reservoirs 3d Upper Tuolumne 3^ Camp space, meadow near Hetch Hetchy oO Camp wastes, avoidance of depositing 34 Canal capacity, American-Cosumnes project 313 Canal — Cherry Creek to Lake Eleanor 143 Early intake 284 Locations by Grunsky I 08 Oakdale Irrigation District 303 Railroad Flat to Rich Gulch 367 Sierra and San Francisco Power Co 305 Canals — Grunsky plan of development ■ . ■ ■ 139, 140 Los Angeles aqueduct 128 Manson plan 139-141, 143 San Joaquin Irrigation District 303-303 Canned fruits and asparagus, shipping of 7/ Canyon Division — Administration expense 301 Description of ^41 Fall by series of cascades -^"o Length of 241 Total cost 300 Canyon — - Middle Fork, Stanislaus River 303 North Fork, Stanislaus River 303 South Fork, Stanislaus River 304 Canyons, Stanislaus River 303 Canyon Tunnel — ■ Adits 286 Cement costs 249 Concrete costs 249 Concrete lining 286 Cost of 286 Diameters 286 Difficulties in construction 284 Formation 249, 284.285 Hardness of rock 284 Incidental costs . 249 Length of 286 Percentage timbered 249, 286 Railway for construction 286 Speed of construction 286 Timbering cost 249, 286 Unit costs 249, 286 Capacity — American-Cosumnes project 313 Arroyo del b^ambre reservoir 349, 353 Arroyo Valle reservoir 67 Bear Valley reservoir 306 Belmont pumpmg station 384 Big Dam reservoir 304 Big Meadows reservoir 348 Capacity- Bl k Point pumps Butts tunnel Calaveras reservoir ■ ■ Chabot Lake Cherry reservoir Clarendon Heights pumps Clarendon Heights tank Clay street tank. College Hill reservoir Crystal Sprmgs reservoir East Bay water supplies Eleanor Lake conduit Eleanor reservoir Francisco street reservoir Freeman plan of development Gravelly Valley reservoir Grunsky plan of development Idale reservoir Hetch Hetchy aqueduct 20, 294 Hetch Hetchy aqueduct tunnels 22 Hetch Hetchy dam Hetch Hetchy dam at different heights Hetch Hetchy project 65, 67, 68, 294, Hetch Hetchy reservoir Highland reservoir Honda Lake Kennedy Meadows Kuhn's Meadow Livermore Valley gravels Lombard street reservoir Los Angeles aqueduct Manson plan of development McCloud River project . Merced Lake Middle Fork reservoir Millbrae-San Mateo division Mokelumne River reservoir sites Mt. Shasta aqueduct Peninsula pipe line Peninsula reservoirs People's Water Co.'s system Pilarcitos reservoir Pipe lines, Hetch Hetchy project, sufficient for initial development Pleasanton Valley gravels Poopenaut reservoir Potrero Heights reservoir Presidio Heights tank Precita Valley emergency pumps Ramsey reservoir Relief reservoir Sacramento River project San Andreas reservoir San Antonio reservoir Sand Fiat San Joaquin River project San Miguel-Mlllbrae division San Miguel reservoir 62, 129, Sierra and San Francisco Power Co.'s canal Silver Valley reservoir Stanislaus River project Stanislaus River, South Fork, reservoir sites Strawberry reservoir Stanislaus River project Surplus, of Hetch Hetchy aqueduct Table Mountain tunnel To drink in flow, Alameda Creek gravels Total of all reservoirs, Hetch Hetchy project 65, Tunnels, Freeman plan Tunnels, Grunsky plan Tuolumne County Water Co.'s system University Mound reservoir Utica Mining Co.'s system Water plants, both sides of bay, over-estimated Page 131 350 64, 65 65, 67 65, 173, 139, 131 131 131 131 131 174 143 28 131 140 345 139, 140 306 297, 300 1-222, 300 285 286 297, 300 8 306 131 306 306 197 131 128 139, 142 328 131 306 297 366 327 294 388 177 65, 131 300 197 292, 293 131 131 131 306 306 315 65, 131 67, 256 306 315 294 131, 132 305 306 308 304 304, 306 308 21 350 198 67, 68 140 140 304, 305 131 305, 306 69, 70 INDEX Page Capacity — Yuba River project 355, 356 Capacity curve — ■ Poopenaut reservoir 292 San Antonio reservoir 256 San Miguel reservoir j 32 Capitalization, Spring Valley Water Co 385 Capitalized cost of operation, Feather River project 353 Capitalized cost of pumping — Eel River project 345 McCloud River project 1 60h Sacramento River project 1 60g Stanislaus River project 308 Carqumez Straits — Crossing, cost of 352 Crossing, Mt. Shasta aqueduct 328, 332 Tidal currents 350, 35! Width of 350, 351 Care in avoiding depositing of w^astes 34 Care, Spring Valley water 62 Care, Spring Valley watersheds 61 Carrying capacity — Hetch Hetchy aqueduct tunnels 221, 222 Hetch Hetchy pipe lines 21, 122 Cascade, Hetch Hetchy dam 285 Cascade Mountain water supply for Seattle 147 Cascades, Canyon Division 286 Case Valley — Dam 370 Reservoir 370 Cast iron pipe — East Bay region 1 77 Great drop in price of 229 San Francisco 384 Castro Street Addition, no mains for fire protection 219 Castro Valley dike 66 Cost of 134 Site of 135, 136 Sketch of 136 Catchment area — Calaveras reservoir 88 Cherry Creek reservoir 8, 24 Coyote River 206 Eleanor Lake reservoir 8, 24 Eleanor Lake, uninhabitable 53 Hetch Hetchy reservoir 8, 24 Hetch Hetchy, uninhabitable 53 Catchment areas — Boston water supply 35, 36 Creeks on Mt. Hamilton slope 96 Roads in 35 Sewer systems on 54 Stanislaus River 303 Stanislaus River, map of 302 Tuolumne River 8. 24 Villages on . . . . „ 54 Cat Point power station 313, 314 Catskill Mountains — Aqueduct from 1 38 Reservoir in 1 45 Supply for New York 138, 145 Cattlemen's headquarters, Stanislaus River watershed 303 Causes for rapid growth, San Francisco district 77 Caution by signboards against pollution of reservoirs 41 Cement coating — Protection for steel pipe 229 Use of in New York siphons 229 Use of in Plymouth wrought iron mains 229 Cement — • Contract prices for 241 Cost at Hetch Hetchy 242 Cost at Rosasco 242 Cost at San Francisco 241 , 242 Cost of 234 Costs, Canyon tunnel 249 Page Cement — Costs, Chabot tunnel . 249 Costs, Dry Creek tunnel 248 Costs, Groveland tunnel 249 Costs, Hetch Hetchy tunnels 246-249 Costs, Valle tunnel 247 Freight charges on 241 , 242 Lining insures longer life for steel conduit 229 Lining, method of applying to steel pipe 229 Los Angeles aqueduct tunnels, unit costs 224, 225 Manufacturing cost of 241 Manufacture of in California 242 Proportion in concrete - 24Z Proportion in concrete, Hetch Hetchy dam 287, 288 Railroad rates on 242 Shipping in sacks 241 , 242 Storage shed, Hetch Hetchy, cost of 287 Units, Hetch Hetchy tunnels 246, 249 Wagon haulage, cost of 242 Works, Napa 242 Works, Sulsun . 242 Central California Valley — Intensive farming ■ 77 Climate of 77 Central Canal and Irrigation Co., right to divert from Sacra- mento River 340 Cessation of flow, Alameda Creek, through drought 188 Chabot Dam — Cost of raising 134 Cross-section of projected enlargement 135 Enlargement, cost of 2V I Raising of 134-136 Sketch of projected enlargement 135, 136 Chabot Lake — Branch line from Irvington 255 Capacity of 65, 67, 68 Cost of enlargement of 291 Cost per acre foot of Increased storage 134 Gravity flow from Hetch Hetchy '34 Increase in capacity 62, 67, 68, 134 Line, difficulties of '24 Line, soils encountered on 124, 125 Location of ''2 Route, filtered water supply 318, 32^, Silting of 65 Chabot Tunnel — Cement costs 249 Concrete costs 249 Cos. 291 Diameter of 249, 291 Excavation costs '^^^ Formations ^^^^ ^^ ' Incidental costs 249 Length of 249 Packing cost . ^^'^ Shafts 291 Timbering cost . ^49 Treacherous ground 249 Unit costs :■■•• 249,291 Chain of natural lakes, Amencan-Cosumnes project 310 Changed conditions, water supply problem, since Garfield permit 138 Change— ^ , , 90:1 In location, Tesla tunnel '^o? In route of Hetch Hetchy acqueduct through geological conditions 221, 259 Changes — t ai 1 A'l From Grunsky plan by Manson ' ,11 From original outline of Hetch Hetchy project 160r Channel — - . _ Sacramento River ^' ' San Joaquin River ^ ' ' Channels — ^^- Coyote River ^"Z San Joaquin River 267, 269 Character, gravels, Livermore Valley 2UU THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Characteristics, Stanislaus River watershed 303 Character of rock — Dry Creek tunnel 276 Elizabeth tunnel 2z3 Helch Hetchy aqueduct tunnels 264 Hetch Hetchy aqueduct 239 Los Angeles aqueduct tunnels • • 224, 223 Character of rocks for tunneling Hetch Hetchy aqueduct Ill Charm. Boston parks, through reservoirs 39 Charter does not permit city to engage in power business 31 Chart, population /o Charter provisions on purchase of public utilities 63 Charts, U. S. Coast Survey 127 Cheap electric power, stimulus of 187 Cheapening of cost of tunnels by paying of bonuses 226 Cheaper cost, steel pipe 229 Cheapest site for temporary power plant 73 Cheap fuel oil in California 324 Cheesman dam I U4 Cheney, Major, S. A., member California Debris Commission. . 340 Cherry Creek — Discharge 101-103 Discharge measurements . ^ , 379 Flood-flow 143 Gaugings on 98, 99 Line of flow 117 Rating table 379 Run-off, tables on 380, 381 Water rights, purchase by City 138 Watershed, area of 8, 24, 102, 380, 381 Watershed, average elevation 105 Watershed, discharge flood flow 98 Watershed, mass curve diagram 285 Watershed, percentage of run-off to total flow of river. . 98, 99 Watershed, rainfall 105 Watershed, run-off 98, 101-3, 105 Watershed, snowfall 99, 1 05 Watershed, yield 101-3 Cherry Creek mouth — Diversion dam at 73 Elevation 119 Power house at 30, 73 Water level at 109 Cherry dam — Construction of 26 Elevation of • 8 Gates 289 Gate tower 289 Great cost of 25 Height of 8, 289 Hydraulic sluicing 289 Costs 289 Length of 26 Length on crest 289 Masonry structure to replace low temporary one 25 Problems on 72 Quantities 289 Spill crest 26 Temporary at first 25, 26 Width of 8 Cherry damsites — - Disadvantages of 28 Plan showing 26 Selected and surveyed 25 Unfavorable conditions 8, 28, 104 Cherry diversion canal . 1 39, 1 43 Cherry rain gauge, elevation 105 Cherry reservoir — Available inflow 285 Costs 289 Depletion of storage 285 Draft on 26 Elevations 26 Flow line of 26 Inflow 33 Page Cherry reservoir- — Intake shaft 25 Map 26 Micro-organisms in 36 Organic life in • 36 Outflow 33 Screens 289 Site, surveys by Ham Hall 108 Small storage at large cost 28 Stoiage capacity 8, 28 Watershed tributary to 8, 24 Yielding capacity 8, 104 Cherry Valley — High dam not necessary )04 Section of ■ 8 Chestnut Hill reservoir- — ■ Located in populous center 38 Views 40, 41 Chicago — Consumption per capita 79 Rate of increase of population 76 Chico formation ^ ] M , 1)3, 244 Composition of 260 Tesla tunnel 264 Valle tunnel 247, 260 Chinese Camp — Distance to mountain points 242, 289 Location of . . ■ 1 |6 Road to Groveland 289 Sli?non on Sieira Railway 289 Traffic for Hetch Hetchy passes mainly through 289 Chute, power house No. 2 284, 286 Cincinnati, consumption per catpita 79 Circular section for tunnels, Hetch Hetchy aqueduct 121 Circular cross section, facilitating construction, Hetch Hetchy aqueduct tunnels 221 Cities bordering on San Francisco Bay 9 City— Diversion of water by 22 Engineer, levels by 108, 109 Expenditures on Hetch Hetchy by 72, 138 Investigation by immediately of Hetch Hetchy 72 Investment by on Hetch Hetchy 72, 138 Land purchases of 138 Ownership of lands 138 Ownership of reservoir sites 1 38 Ownership of water rights 138 Parks, reservoirs in 38 Purchase of Cherry Creek water rights 138 Rights of way required by 22 Rights purchased by 138 Seeks water from Tuolumne at present unutilized 53 Title desired by 13, 15 City Attorney — Letter of transmittal to Advisory Boa/d of U. S. Army Engineers 5 On Greater San Francisco movement 165, 166 On the doctrine of percolating waters 205-10 Report on metropolitan water district for Bay cities 161-5 City Council — Berkeley 161, 162 Oakland 162, 163 Redwood City 1 63 San Jose 1 63 City distributing reservoir at San Miguel 129-133 City distributing reservoirs 3o4 Diagram showing location of 131 Spring Valley Water Co , 131 City distributing system — Connection with, at Islais Creek Junction 294 Connection with storage reservoirs 1^1 Delivery of Hetch Hetchy water into 20 Of Spring Valley not essential to Hetch Hetchy project 62 San Francisco 211, 2IZ INDEX City pipe system — Diagrcim of Diameters of Elevation profile Length of San Francisco Sizes of mains Spring Valley Water Co City's case, presentation of City's desire — To secure rights to Lake Vernon and tributaries To secure permit to take building materials from public lands for Hetch Hetchy construction work To secure rights of way for Hetch Hetchy construction To secure lilies to lands required for roads and aqueduct City's ownership of lands in Hetch Hetchy Valley City's proposed diversion not interfering with priorities of irri- gation districts City's rights, protection of City's storage sometimes helpful to irrigators Civic — Organizations. San Francisco Bay communities Pride, San Francisco Welfare, San Francisco Clarenden Heights — Pumps, capacity , Tank, date of construction Tank, district served by Tank, elevation Tank, storage capacity Clarifying of water, natural filter Clark ditch — Capacity of Heads on South Fork, Mokelumne River Owned by Sierra Blue Lakes Water & Power Co. . . . Supplies Glencoe, Rich Gulch, etc Clay- Cap, Niles Cone Cover, Alameda Creek gravels, far from impermeable, . Deposits, Livermore Valley Livermore Valley, sections of Livermore Valley, width of distribution Clay street lank — Elevation Location of Storage capacity Clearing — ■ Hetch Hetchy reservoir site Poopenaut reservoir site Clear Lake Water Co. — Owned property at Clear Lake Owned rights at Lake Merced Clearness — Of Alameda Creek water Of ground waters, Pleasanlon Of ground waters, Sunol Cleveland, consumption per capita Cliffs, Hetch Hetchy, height of Climate — Central California Valley Colorado Feather River watershed San Francisco Yosemite National Park Clock recording rain gauges Clogging — By silt of gravel conduit Natural filter Pores of gravel by turbid water Clough vs. Spring Valley Waler Co 85, Coaching round reservoirs Coagulating basins — Cost of Feather River project Page 131 384 131 384 384 131 131 7 58 15, 22 15, 22 15, 22 138 83 72 83 165 77, 138 77 131 390 212 131 131, 390 201 369 369 369 369 91, 200 200 200 89, 90 200 131 131 131 286 291 385 385 61, 194 61 61 79 6, 12 77 357 348 79 56 193 200 201 88 94, 204 49, 50 324 352 Coagulating basins — Sacramento River project 320 San Joaquin River project 320 Coagulent filtration 317 Ccal mines, Tesla HO, 221,228 Coast Range — Air currents SB Crossing of |) Elevations 113 Peaks in 113 Tunnels, building by installments 122 Tunnels, diameter of ] 22 Tunnels, hydraulic gradient of 122 Vapor-laden winds 193 Coast streams — Area of watersheds 392 Information on 96 Quantity available from 81 Undeveloped by Spring Valley 96 Yield 392 Cochituate reservoir 53 Co-efficients of roughness, Hetch Hetchy aqueduct tunnels.... 221, 222 Cofferdam — Hetch Hetchy dam 287 San Joaquin River crossing 270 Cohen vs. La Canada Land, etc., Co 205 Colfax Gate, location of 4, 116 College Hill reservoir — Date of construction 387 Delivery of Hetch Hetchy water to 294 District served by 131 , 212 Elevation 131 Storage capacity 131, 387 Colorado — Climate 357 Duly of waler 357 Foothill reservoirs in 58 Colorado Springs, consumption per capita 79 Coloration of water — Feather River 347 San Joaquin River water 317 Columbia ditch, carries Stanislaus waler 305 Columbia, water supply of 305 Combination of Spring Valley and Hetch Hetchy desirable... 63 Comfort, higher standards of 79 Commercial center, San Francisco 77 Commercial distant use of water, inferior right to local use of water 208, 209 Commercial opportunities, San Francisco 77 Commercial organizations, San Francisco Bay communities.... 165 Commercial sale, diversion of water for 206, 207 Commissary, Hetch Hetchy camp profit on 287 Common labor — Rate paid by Great Western Power Co 251 Rate paid by Oakdale Irrigation District 251 Rate paid by Pacific Gas & Electric Co 251 Rate paid on Los Angeles aqueduct 252 Rate used in Hetch Hetchy estimates 252 Wages in California 251 Common law rule — Applicable to percolating waters 209 Percolating waters 205 Percolating waters, not prevailing in California 209 Percolating waters, rejecled as inapplicable 209 Common waler supply for San Francisco Bay municipalities. . . 161-5 Communities — Alameda County 76 Contra Costa County 76 East Bay region 1 76 East Bay region, increasing demands of 97 Halfmoon Bay 96 Requirements of the several Bay 21 Subdivision of waler among the several Bay 21 San Francisco Bay 76, 138 San Francisco Bay, future growth of 123 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page. Communities — San Mateo County 76 Santa Clara County 76 Companies acquired by or consolidated with Spring Valley Water Co 384. 383 Comparison — Amerlcan-Cosumnes project with Tuolumne project. . . 1 60e-g Californian conditions with those in Colorado 357 Cost of timbered and untimbered tunnels 245 Damsites 8 Hetch Hetchy aqueduct with Los Angeles aqueduct. 128, 244, 245 Incidental expenses, Los Angeles and Hetch Hetchy aqueducts 226, 227 McCIoud River project, with Tuolumne project 1 60i Mokelumne River project, with Tuolumne project. .160, I60d, 371 Of Freeman plan of development with those of Grunsky and Manson I 38-44 Of plans for development, 1902 to i912 139 Sources for future city water supply 152 Stanislaus River project with Tuolumne project 158-60 Tuolumne River with other sources 151-1601 Comparative cost of timber and untimbered tunnels 242, 243 Compartment shafts 269, 284 Competition, purchases by Spring Valley Water Co. to prevent 384 Complaint — Inadequate water supply, B. Armstrong 218 Inadequate water supply, Mr. Bachelder 213 Inadequate water supply, W. A. Butler 214 Inadequate water supply, California Fruit Canners' As- sociation 215 Inadequate water supply, Coso Ave. Improvement Club 217 Inadequate water supply, Diamond and Twenty-eighth Streets Improvement Club 217 Inadequate water supply, E. G. Ely 214 Inadequate water supply, Eureka Valley Improvement Association 216 Inadequate water supply, J. B. Glutz 213 Inadequate water supply, M. L. Grossman 213 Inadequate water supply, Haight & Ashbury Improve- ment Association 215 Inadequate water supply, R. G. Hamilton 214 Inadequate water supply, Park-Richmond Improvement Club 213 Inadequate water supply, Mrs. G. C. Roberts 216 Inadequate water supply. Southern Alabama Street and Vicinity Improvement Club 217 Inadequate water supply. South of Army Street Improve- ment Association 217 Inadequate water supply, A. P. Sutkamp 218 Inadequate water supply, Sutro Heights Improvement Club 214 Inadequate water supply, G, Toyne 216 Inadequate water supply, Twin Peaks Association of Improvement Clubs 216 Inadequate water supply. West End Improvement Club 218 Complaints — Improvement clubs, on inadequate water supply 211 Inadequate water service filed with Board of Supervisors 213-8 Inadequate water supply, outlying districts 21 1 Regarding Inadequate water service, location of 212 Completeness of studies, Hetch Hetchy project 134 Composition, refill, Livermore Valley 201 Compressor men's wages, Los Angeles aqueduct tunnels 223 Concentrating future study and investigations on Tuolumne supply 75 Concrete — Casing, San Joaquin River crossing 270 Castro Valley dike ] 34 Conduit, Los Angeles aqueduct (28 Costs. .247. 248, 249, 250, 251, 283. 284. 286, 287, 288, 295, 298 Cradles, San Joaquin pipe 230, 234 Forms for 242, 243 Forms, Hetch Hetchy dam 118^ 288 Hetch Hetchy dam, ingredient units 288 Hetch Hetchy dam, proportion of ingredients 287, 288 Page. Concrete — Hetch Hetchy project, mixture for 234 Plant, Hetch Hetchy, cost of 287 Proportion of cement in 242 Redwood tunnel, unit costs 244, 246 Refill, Hetch Hetchy dam 287 San Leandro enlargement dam 134 Weir, Alameda Creek 258 Concrete lining — Bay head pipe 236, 237 Canyon tunnel 286 Corbett tunnel, Shoshone project 250 For tunnels 21 For tunnels, Los Angeles aqueduct 224, 225 Hetch Hetchy aqueduct tunnels 120, 121, 221 Irvington gate house, 255 Klamath project tunnels 250 Mission Pass tunnel 255 New York water supply, cost of 234 Redwood tunnel 246, 252 Resistance of 239 Santa Clara tunnel, unit costs 223 Concrete piers — Alameda Creek 258 Bay head pipe 234 Los Angeles pipe 234 San Joaquin pipe line 234, 267 Concrete pipe — Alameda Creek 258 Feather River project 351 Concrete work- Cherry Valley dam 289 Eleanor dam 289 Condemnation — People's Water Co 63 Proceedings, New York water supply 299 Spring Valley property 62 Conditions— Of operation, Hetch Hetchy aqueduct 230 Tunneling, Hetch Hetchy aqueduct 221 Conduit capacity, Mokelumne River project 367, 369 Conduit line route — American-Cosumnes project 310 Mt. Shasta aqueduct 332 Conduits — Closed 55 Mt. Shasta aqueduct 332 Spring Valley Water Co 383, 384 Stanislaus River project 308 Cones — Limit of available draft 173 Location of | 74 Reduction of water available for 175 Replenishment of 1 73, 1 75 Saltiness of water 1 75 Seepage from creeks flowing into 173 Water storage capacity 175 Wells driven into 1 74 Conferences with officials 70 Conflagration, great 78 Congress, Act of. Central Canal and Irrigation Co 340 Congress street, San Francisco, view of 216 Coniferous forests, Stanislaus River watershed 303 Connecticut River, pipe crossing 320, 322 Connections — City Distributing System and storage reservoirs 131 Crystal Springs reservoir 294, 297 Guadalupe tunnel 296 Millbrae pumping station, with alternative pipe line. . . . 297 Potrero tunnel 296 San Andreas reservoir 294 San Bruno tunnel 295, 296 Conservation — Floods, Alameda Creek 84 Floods, Niles Canyon 83 INDEX Conservation — ■ Flood water 77 Surplus flood water from Helch Hetchy at Poopenaut Valley . 291 Conservatism of estimates on growth of San Francisco 78 Consolidated city and county government 165 Consolidation — Of cities around San Francisco Bay 165, 166 Of water companies into People's Water Co 177 Of water companies into Spring Valley Water Co 384 Constancy — • Discharge, McCloud River 330 Of flow 31 Constitutional amendment 1 65, 1 66 Construction cost — Irrigation districts 360 Modesto District 360 Turlock District 360 Construction — • Deferred, Moccasin Peak tunnel 260 Economies in, Grunsky plan 142 Hetch Hetchy dam, starting of 73, 74 Of roads, Helch Hetchy project 281 , 298 Of trails, Hetch Hetchy project 298 Plant buildings, Hetch Hetchy 287 Railway, temporary 290 Roadbeds 13, 15 Tunnels Hetch Hetchy aqueduct 20, 21 Type of, scenic road, Hetch Hetchy 19 Construction roads — Cost of Hetch Hetchy aqueduct divisions 300-301 Helch Hetchy project 241 Poopenaut Valley 291 Rosasco to Hetch Hetchy 290 Construction work — Done by D. P. Doak 339 Hetch Hetchy project, when necessary to begin 74 Necessity of early start on 74 Necessity of new roads for 290 Consumption of water — East Bay region 1 73, 174 Palo Alto 164 San Francisco Bay region 312 Various cities in the United States 79 Drop in 1 76 Consumption of water, increase in — Alameda County 78 Contra Costa County 78 East Bay region 1 ' o Marx, C. D., on 78 San Mateo County 78 Santa Clara County 78 Consumption per capita — Baltimore 79 Boston 79 Buffalo 79 Chicago '9 Cincinnati '9 Cleveland '9 Colorado Springs '^ Denver '9 Greater Oakland '9 Los Angeles 79 Milwaukee 79 New York City 79 Oakland and adjacent 79 Pasadena 79 Philadelphia 79 Portland, Oregon • • 79 Salt Lake City 79 San Diego 79 San Francisco 79 St. Louis 79 Washington, D, C. . . . 79 Contents, Poopenaut reservoir site 292 Page Continuance, order to show cause by Secretary of Interior.... 312 Continuous flow — Livermore Valley gravels 200 Underground waters, Alameda Creek 197 Continuous yield, Tuolumne River 8 Contour levels — Foot-hills east of San Joaquin Valley 271, 275 San Antonio reservoir 256 San Joaquin Valley 261-263, 266-268 Tuolumne River Canyon 277, 282 Contour lines, Hetch Hetchy aqueduct. 261 -3, 266-8, 271-5, 277, 280, 282 Contour maps — Hetch Hetchy aqueduct 112-117 U. S. Geological Survey 108 Contours — Correction of 108 Eleanor Lake 108 Hetch Hetchy dam 118 Hetch Hetchy reservoir 108 Nines Cone 95 Poopenaut reservoir 293 Contra Costa County — Communities in 76 Density of population 78 Depth of irrigation 78 Future demands for water of 78 Future population 78 Increase in consumption 78 Irrigated acreage 78 Irrigation consumption 78 Contra Costa Water Co. investigation by I 73 Contract cost, comparison with day labor cost 240 Contraction joints, Hetch Hetchy dam 118 Contractors' bond, Hetch Hetchy project 298 Contractor's profit — Antonio- Valle division 300 Calaveras-Antonio division 300 Crystal Springs-Irvington division 300 Hetch Hetchy project 298, 299 Irvington-Calaveras division 300 Los Angeles aqueduct 233 Omitted from first estimates, Hetch Hetchy aqueduct. . . . 240 Southern Pacific Sierra tunnels 250 Valle-Moccasin division 300 Contract prices — Cement 241 Grading 251 Mountain work. Southern Pacific Railroad 251 Mountain work. Western Pacific Railroad 251 Southern Pacific Sierra tunnels 250 Contracts with Union Water Company 1 77 Contract work — Klamath project, Oregon 250 Shoshone project, Oregon 250 Southern Pacific bay shore tunnels 251 Truckee-Carson project, Nevada 250 Control — Development of power, pressure tunnels 221 McCloud River watershed 330 Power companies of Yuba River watershed 355 Wide fluctuations in flow 188 Control of water during construction — - Hetchy Hetchy dam 287 Poopenaut dam 291 Controversies with farmers, Nlles Cone 91 Converse pipe, east bay region 177 Conveyance, Stanislaus water into Tuolumne drainage basin.. 305 Corbett tunnel, Shoshone project — Built by U. S. Reclamation service 250 Length of 250 Lined with concrete 250 Unit costs 250 Corporate ownership of lands — American River 312, 313 Cosumnes River 312, 313 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Corrall Hollow, fault at 264 Correction of contours 1 08 Correction of levels, San Joaquin Valley 108 Corrections of Spring Valley records by J. P. Lippincott. ... 85 Corrosion, steel pipe 229 Corrosive action — Of alkali mud 122 Upon steel of peat 319 Cosby, Col 7 Coso Avenue Improvement Club, complaint, inadequate water supply 216 Cost — Alameda Creek pips crossing 258 Altamont pumping station 368, 369 American-Cosumnes project 1 uOf, 313, 314 Analyses, steel pipe siphons. Los Angeles aqueduct 230-4 Antioch emergency pumping station 324 Antioch pumping station 324 Bay crossing, Mokelumne River project 369 Bay head pipe line 253, 254 Bear Valley dam 306 Bridges 258, 279. 231, 369 Buribun tunnel 296 Buttes tunnel 351 Calaveras dam and reservoir 160m Calking, bay head pipe 236 Canyon tunnel 286 Carquinez Straits crossing 351 Cat Point power station 313, 314 Cement 234, 241, 242, 246-9, 250 Chabot dam enlargement 291 Chabol tunnel 291 Cherry Valley Reservoir 289 Coagulatmg basms 324, 352 Compels deferring building of large dams, Eleanor and Hetch HetcViy 25 Concrete 246-9, 250, 251, 258, 283, 284, 287, 288, 295 Concrete lining 234, 255 Construction plant buildings, Hetch Hetchy 287 Crystal Springs by-pass 298 Crystal Springs-Irvington division, Hetch Hetchy pro- ject 252-4 Dry Creek tunnel 278 Early intake works 284 Eleanor dam and reservoir 289 Elizabeth tunnel 223 Feather River dam 351 Eeather River protect 352 Fencing, San Joaquin Valley 270 Filtered water supply 324, 325 Filtration of Tuolumne River water 56 Flexible joint pipe 322 Fruitvale reservoir 352 Gravel 288 Gray rocks tunnel 337 Groveland tunnel 283. 284 Hale dam 306 Haulage 236 242 Hetch Hetchy aqueduct 239-301 Hetch Hetchy aqueduct, lessened by steep gradient 155 Hetch Helchy aqueduct tunnels, basis for estimate 221-238 Hetch Hetchy project 160n, 160o Hetch Hetchy project, investigations to determine. , . 71 Hetch Hetchy scenic road 290 Investigations, saved in progress of work 75 Irvmgton sate house 255 Kennedy Meadow= dam 306 Loading 236 Los Angeles aqueduct 330 Los Angeles aqueduct, below estimates 223 L.OS Angeles aqueduct tunnels 274, 225 Maintenance, Hetch Hetchy camp 286, 287 Martinez and Oakland tunnel 352, 353 McCloud River conduit 337 Cost- Page McCloud River diversion dam 337 McCloud River project 328, 338 Mechanical filters 324, 352 Middle Fork reservoir 306 Mission Pass tunnel 255 Moccasin Peak tunnel 281 Mokelumne River conduit 368 Mokelumne River diversion dam 368 Mokelumne River project 367-9, 371-2 Mortar 234 Oakland reservoir, filtered water supply 324 Packing tunnels 244, 246, 247, 248, 249, 251 Painting structural steel work 233 Pipe 278, 279, 291, 295 Pitt River crossing . 337 Placing, bay head pipe 236 Poopenaut dam 291 Pumping northern sources of water supply 157 Railroad Fl:.t reservoir 368 Railroad, Rosasco to Hetch Hetchy 290 Ramsey dam 306 Redwood tunnel 252, 253 Relief dam 306 Rich Gulch power station 369 Rio Vista works 324 Riveted pipe, McCloud River project 337, 338,369 Riveting, bay head pipe 236 Roads. Hetch Hetchy project 281, 286, 290 Sacramento River crossing 324, 337 Sacramento River project 324, 325 San Andreas tunnel 297 San Antonio dam and reservoir 259 San Antonio tunnel 258 San Bruno tunnel 295, 296 Sand 288 Sand Flat dam 306 San Joaquin pipe line 269, 270 San Joaquin River crossing 324 San Joaquin River project 324, 325 Screens 284 Silver Valley dam 306 Stanislaus River diverting dam 308 Stanislaus River project 308 Stanislaus River storage reservoirs 308 Steel ],',',[ 231, 236 Steel pipe 253, 255, 258, 269, 270, 283, 351, 368-72 Steel plates 231 Stone 288 Strawberry dams 306 Submerged pipe 324, 337, 338 Table Mountain tunnel 35] Tesia tunnel 265 269 Timbering tunnels 244, 246-52, 255, 258, 283^ 284 Transmission line, Mokelumne River project. .368, 369, 371, 372 Transportation, materials for Dry Creek tunnel 278 Trenching, San Joaquin River crossing 270 Tunneling 250, 251, 260"", 265, 287, 324, 369, 372 Union dam 3O6 Utica dam 3O6 Valle tunnel 260 Yuba River project 355 356 Cost of operation — Antioch pumping station 325 Feather River project 352 353 Filtered water supply 325 Filter plants 325 McCloud River project 330 Rio Vista pumping station 325 Sacramento River project 325 San Joaquin River project 325 Cost of power development, Hetch Hetchy project, small 31 Cost of power transmission lines, Hetch Hetchy project, large, 3! Cost, per acre foot storage. Lake Chabot 134 Cost, per thousand gallons, McCloud River project 330 INDEX osumnes River — Corporate ownership of lands 312, 313 Depth to ground water on lands at mouth 311 Industrial needs 312 Irrigable land, dependent upon 311, 313, 314 Irrigation requirements 311, 312 Priorities 312 Privately owned lands 312, 313 Reservoir sites 314 Sub-irrigated lands 311 losumnes River water — Potability 313 Purity 314 Quality 313 'osumnes River watershed — Rainfall 313,314 ^ourt decisions — Diversion of percolating water 97 Ground waters 96, 97 Pumping of ground waters 80, 81 Surface waters 97 lourtesy of Spring Valley Water Company 81 Courts — Protection of rights to percolating water 205 Relief to residents for shortage of water 188 [^vered reservoirs for mountain supply 129 ^ow Creek — Drop at 331 Power house 332 Coyote Creek — Breadth of storm waters 209 Local use of water 208 Point of diversion for San Francisco supply 305, 307 Pressure of flood waters 209 Volume of storm water 209 Coyote Creek watershed — Area of 392 Area owned by Spring Valley Water Company In. . . . 392 Coyote River — Channel 206 Connection with underground strata 208 Daily flow 206, 207 Description 206 Distant use of water 207 Diversion of waters for distant use 208 Diversion of waters of 206 Emerging from Mount Hamilton range 207 Flood waters 206, 207, 208, 209 Former channels 207 Freshets 206 Gravel bed 206 Height of banks 209 Irrigation from 206 Irrigation use of water 209 Line of flow of 206 Loss of water In bay 208 Normal flow 208, 209 Overflow of banks 209 Percolating waters 206- 1 Recurring heavy rains 207, 208 Replenishment by flood waters 209 Sinking of water of 206 Source 206, 207 Source of artesian waters 2u6 Storm waters 202, 206, 208, 209 Sub-surface flow 206, 208, 209 Subterranean channels created by 207 Surface waters ^^' Surplus waters 208, 209 Varying of course of flow of 20/ Velocity of flow 208 Volumne of flood waters 207 Waste water serving no useful purpose 210 Water bearing strata 206 Water wasted In bay 208 Page. Coyote River — Wei season 209 Yield 209 Coyote River flow — Effect of heavy rains upon 207 Increase in 207 Normal 208, 209 Sub-surface 206, 208, 209 Velocity 208 Coyote River watershed — Area 206 Rainfall 206. 207 Coyote Valley — Depletion of artesian strata 209 Gravel strata 207 Location 207 Prevention of irrigation through diversion of storm waters 207 Replenishment of artesian strata 209 Coyote Valley gravels- Continuous flow of water through 207 Depletion of artesian strata 209 Depth of 207 Deprivation of water through diversion 207 Direction of sub-surface flow 207 Immense quantity of water sinking into 207 Impeding flow of water 207 Lowering of water plane 207, 209 Percolation of water into 207 Replenishment of artesian strata 209 Sinking of storm waters in 207 Source of supply to Coyote River 207 Storage in 207 Water plane 207 Cradles, San Joaquin pipe line 229 Craig Goch dam — On Elan River. Wales 48 Stores water for consumption in Birmingham, England. 48 View 51 Cranston, Raymond E., commendation for zeal in city's service. 1 60s Creeks on slopes of Mt. Hamilton 96 Crest, Niles dam 181, 182 Crest length — Big dam 304 Hetch Hetchy dam 286 Niles dam 181, 182 Strawberry Creek dams 304 Crest line. Sierra Nevada mountains 24 Cretaceous beds 1 24 Critical period of rainfall — Alameda Creek 1 75, 204 High Sierras 99 Criticisms— Grunsky plan of development, Hetch Hetchy 140-2, 144 Manson plans of development, Hetch Hetchy 142-4 McCloud River project 160h !60i Mulholland's estimates on Alameda Creek yield 180, 201 Schussler's estimates on Alameda Creek yield 84-6, 180, 201 Crockett Sugar Refinery^ — Analyses of water 315 Point where water is obtained 315 Crops raised by irrigation, in Modesto and Turlock districts. . . 359-360 Cross currents, Alameda Creek 82, 180 Crossing — Dumbarton Straits 1 23 San Francisco Bay 127 San Joaquin Valley, Grunsky plan 139, 141 Cross-sections- — Elizabeth tunnel, Los Angeles aqueduct 223 Hetchy Hetchy Valley 1 46 Los Angeles aqueduct tunnels 224, 225 Poopenaut dam 293 Croton dam — Waste waters 187 Views 42, 43 THE HETCH HETCHY WATER SUPPLY TOR SAN FRANCISCO Croton reservoir — Area of catchment Population on watershed Raihoads on watershed Tourist travel round Views Crowding of population Crude gaugings by Spring Valley ^Valer Company Crushed zones Crystal Springs by-pass — Cost Diagram Length ■ ■ Purpose Unit costs Crystal Springs dam — Raismg of 67, 63, Road over Storage capacity Crystal Springs intake Crystal Springs-Irvington division, Hetch Hetchy project- Administration expense Description of Length of • ■ Total cost Unit costs Work covered by Crystal Springs Lake division — Description Length Crystal Springs pipe line — Hetchy Hetchy project Spring Valley Crystal Springs reservoir — As terminal reservoir for Hetch Hetchy project Branch tunnel to Capacity . Connections with Hetch Hetchy system 20, Connections with Irvington gate house Crossed by wagon road Elevation Gate house Gravity flow of Sunol and Pleasanton waier into Increase in storage capacity Not essential to Hetch Hetchy project Open channel connection to Proximity to centers of population Records at Sanitary safeguard if city supply stored in. . Shafts Storage capacity Undesirable conditions Crystal Springs upper dam — Date of construction Height of Raismg of . Crystal Springs watershed, care exercised at to preserve qual- ity of water Cultivation, Santa Clara Valley Curvature, road from Rosasco to Hetch Hetchy Curve — Area, Poopenaut reservoir site Capacity, Poopenaut reservoir site Capacity, San Antonio reservoir Population Rainfall, Alameda Creek watershed Rainfall, by Freeman Cycle of years of low rainfall Daily average yield, American-Cosumnes project Daily consumption per capita, various cities, United States. . . . Daily delivery of Hetch Hetchy aqueduct Daily discharge, Niles Canyon Daily draft on Merced Lake 77, 78 186 126 293 238 297, 298 126 298 252, 333 388 388 294, 297 241 Page. Page Daily gaugings — 53 Arroyo Valle Creek 193 53 Calaveras Creek 193 53 Cherry River discharge 98, 99 54 Eleanor Lake discharge 98, 99 42, 43 Hetch Hetchy discharge 98, 99 Laguna Creek ] 93 San Antonio Creek [93 Daily run-off — Alameda Creek, past Sunol dam 87 Calaveras dam site 196 Sunol \% Daly City- Location 164 Resolution on Hetch Hetchy by Board of Trustees. ... 164 Damage to structures by earthquakes 126, 127 Dams — Ashokan 44 Boise River 119 Case Valley 370 Cherry 26 Croton 42 Crystal Springs 252 Eleanor 27 Craig Goch 5I Early intake 285 English water supplies . , | ]9 Hetch Hetchy | 1 g Masonry } |9 Mokelumne River ]60a, 366, 367 New York water supply f 1 9 San Antonio 257 Shoshone | [ 9 Spaulding Lake ] 19 Temporary Hetch Hetchy project 22 73 Vernon Lake ] 5 Wachusett 35 Dams enhance beauty of landscapes 5] Dam sites — Cherry Valley 25, 26, 27 Comparison of g Eleanor Lake 23 25 Hetch Hetchy q McCIoud River 333 San Antonio Creek 257 San Miguel 1 30 Sections of a Stanislaus River 3Q3 ^qa Danger — Of interruption to service, McCloud River project 344 Of pollution minimized in Tuolumne supply 33 Of pollution, Stanislaus River 303 307 Points, earthquake ruptures 127 388 Data— 388 Scant on Alameda Creek yield 83 388 Water companies, vague, uncertain and not dependable. 82 Day labor — 6' Construction Los Angeles aqueduct 223 209 Cost comparison with contract cost 240 290 Salt River project tunnels 250 R^^*^ ^^" Canyon, cost data on steel pipe siphons laid 230, 234 ono J^*"^!'"?"'- Supreme Court, use of percolating waters 205-210 292 Declivity adopted. Freeman plan ]4] 256 Decomposed granite — 76 Elizabeth tunnel 226 199 Los Angeles aqueduct tunnels 225 199 Decomposition of rocks. 174 183 Decoto— Irrigation of alfalfa 92 93 3 1 2 Views 07' Q-2 79 Decrease — 21 In discharge, Hetch Hetchy aqueduct tunnels 222 83, 84 In output of wells [75 ^^^ I" yield, ultimate, from present sources 81 300 241 252 300 252-4 252 240, 241 240, 241 294 388 20, 252 297 65 252, 294 252 33 131 252 122 68, 252 62 297 252 3-^ 260 252 204 62 131 INDEX Page Deductions — For local use, Alameda Creek 85 From estimates on Alameda Creek yield 186, 187, 190 Deepening of draft — Bay shore gravels 8I Niles Cone 81 Deep gravels probably largely impervious 88 Deep Hollow, detour for aqueduct line through 265 Deer Valley — Area of reservoir 1 60a Dam I60a Storage capacity of reservoir 160a Deferring Construction — Of high dams at Cherry and Eleanor, account great cost 25 Of Moccasin Peak tunnel 260 Of power house No. 2 282, 286 Of tunnel from Hetch Hetchy dam 22 Of Tuolumne works by construction of nearby reser- voirs 68, 69 Defense against infection from pollution 54 Defiling of water — ■ Prevention of 13, 34, 52 Public spirit against 47 Delay before purchase from Spring Valley could be con- summated 63 Delivering capacity, San Joaquin Vallev pipe line 122 Delivery conduits from sources to San Francisco reservoirs. . . . 383, 384 Delivery. Hetch Hetchy water — To College Hill reservoir 294 To Honda Lake 294 To Lombard street reservoir 294 To Merced Lake 294 To San Miguel reservoir 294 To University Mound reservoir 294 Delivery of water, alternating of 126 Delivery, rate of, tunnels, Hetch Hetchy aqueduct 12! Delmar street, San Francisco, view of 216 Delta- Pinole Creek 1 76 San Pablo Creek 1 76 Delta cones, Owens Valley 202 Demands, future. San Francisco 78, 80 Density of population — Alameda County 78 Contra Costa County 78 Marx. C. D.. on 78 San Francisco 77, 78 San Mateo County 78 Santa Clara County 78 Denver — Consumption per capita 79 Emergency storage 83 Foothill reservoirs near 58 Lawns and gardens in 79 Supplied by Union Water Company 104 Dependable yield — • Alameda Creek 1 79, 202 South Fork Stanislaus River 305 Depleted reservoirs, refilling of 294 Depletion of percolating waters 209 Depletion of storage — Artesian strata. Coyote Valley 209 Artesian strata, Santa Clara Valley 209 Cherry Valley reservoir 106, 107, 285 Coyote Valley gravels 209 Eleanor reservoir 106, 107, 285 Hetch Hetchy reservoir 106, 107, 285 Niles Cone 91 Pleasanton Valley gravels 198 Depositing — Of camp wastes 34 Of defiling materials 34 Of excrement 34 Depots, railroad, Rosasco to Hetch Hetchy 290 Depreciation — Equipment for bay head pipe line Equipment for San Joaquin Valley pipe line Heavy plant, Hetch Hetchy aqueduct Spring Valley Water Works Depression of bedrock, Livermore Valley Deprivation of use of water Depth — Coyote Valley gravels Groveland tunnel, below surface Hetch Hetchy gorges Hetch Hetchy aqueduct tunnels Hetch Hetchy shafts Livermore Valley gravels Mines Pleasanton Valley gravels, refilled pocket San Joaquin Valley shafts San Joaquin Valley tunnels Depth of evaporation — High altitudes Livermore Valley Depth of Irrigation — Alameda County Contra Costa County Santa Clara County Depth of precipitation — Eleanor watershed Hetch Hetchy watershed High Sierras Depth of run-off — Eleanor watershed Hetch Hetchy watershed Depth of water — Golden Gate Hetch Hetchy dam storage Hetch Hetchy reservoir Hetch Hetchy Valley Poopenaut reservoirs Representing reasonable use for irrigation Required for various crops San Francisco Bay American River mouth lands Cosumnes River mouth land Modesto and Turlock districts Niles Cone wells Desirable to combine Hetch Hetchy and Spring Valley Desirability of Tuolumne water Detention of water in storage — Chief sanitary safeguard 36 38, 42, Crystal Springs reservoir, as sanitary safeguard McCloud River water, as sanitary safeguard Necessity of Stanislaus River water Detour in Hetch Hetchy aqueduct — Through Deep Hollow Through geological considerations Devastation by waste flood waters, Tuolumne River Development — Local sources prior to bringing in mountain water Sacramento Valley, importance to San Francisco San Joaquin Valley, importance to San Francisco Development, Hetch Hetchy — Initial capacity Should precede development of Eleanor or Cherry Creeks Ultimate capacity ■ • Development of power — Amerlcan-Cosumnes project Feather River Freeman plan Grunsky plan Hetch Hetchy aqueduct Los Angeles aqueduct Manson plan McCloud River project 236 233 298 385 88 205 207 283, 284 287 111 260 198, 201 111 198 265 199 199 78 78 78 101 101 99 101 101 321 285 6, 12 9 292 359 357 127, 321 311 311 358 204 63 57 43, 48 260 343 158 309 265 259, 265 58 71 329 329 300 154 300 311 100 141 140, 141 128 128 143 327, 344 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page 22, 29, 31, 109, 116, 289, 282, 286 187 86, 62, 193 193 75 Development of power — Tuolumne River project Development of storage, point beyond which impracticable. . Development of underground storage, Livermore Valley.... Development of water resources — Livermore Valley Pleasanton Valley Development of water supply, order of Development plans — Comparison of I 38-44 Freeman ' 39-42 Grunsky 139-42 Manson 139-42 Flairs of 1902 wholly unsuitable for 1912 Under Garfield permit Development work after favorable decision from Washington.. Diagramatic profile — American-Cosumnes project Mokelumne gra^'Ity project Diagram — City Distributing Reservoirs City Pipe System Comparison of dam sites Connections between city distributing system and storage 144 144 144 140 138 160r 160f 160c 131 131 8 reservoirs Crystal Springs by-pass. . Discharge, Sunol dam. . . . Hardness of rr er waters. Hetch Hetchy aqueduct capacities. Hetch Hetchy tunnel location Hetch Helchy, Eleanor and Cherry catchments Nlles dam Probable rate of Increase m population San Francisco district Rainfall in High Sierras Ratio of mean monthly discharge, City catchments to La Grange Relation of flow, Tuolumne River, available to City to that needed for priorities San Antonio reservoir Solids in river waters Stanislaus River drainage basin Stanislaus River project ^''aler available to San Francisco from Stanislaus River drainage area Yield available to City from Eleanor and Cherry reser- voirs Yield a' ailable to City from Hetch Hetchy reservoir.. Diamond and Twenty-eighth Streets Improvement Club, com- plaint, inadequate water supply Diamond drill borings — - Exploration by Necessity of Difficulties- — In building roads In construction. Canyon tunnel In construction, Tesla tunnel Of transportation Dikes — Sacramento River San Joaquin River Diligent — Prosecution of work on water rights Work on Hetch Hetchy dam Diminution, stream flow Dip- In formations, Hetch Hetchy aqueduct line Livermore gravels Of strata Sunol gravels Direction of flov/, percolating waters Disadvantages — Cherry Valley dam site Eel River project Disadvantages — Eleanor Lake dam site Feather River project Long storage in California climate McCloud River project 1 57. 330, Partially empty reservoirs Sacramento River project Stanislaus River project Steel pipe compared with tunnels Yuba River project Disagreement between Duryea and Spring Valley gaugmgs. . . Disaster consequent upon shortage in domestic water supply. . . . Disbursements — Peoples Water Company Spring Valley Water Company Discharge — Alameda Creek 82. 84-85, 87, Cherry Creek 101- Coyote River Eleanor Creek "0! - Feather River, North Fork I-Ietch Hetchy f-letch Hetchy aqueduct tunnels Hetch Hetchy dam site La Grange 99-100. McCloud River 329, 334-335. Mokelumne River Stanislaus River Tuolumne River I UI - Yuba River Discoloration of water — McCloud River Mud Creek Discrepancies between estimates of Williams, Schussler and Mulholland Diseases, water-borne 33, 36, Distance — ■ American-Cosumnes headwaters to San Francisco Big Meadows, from San Francisco Cherry reservoir to San Miguel reservoir Chinese to Groveland Chinese to Priest's Hill Crystal Springs to San Miguel reservoir Early Intake to Crystal Springs reservoir Hetch Hetchy aqueduct to railroads Hetch Hetchy to Cherry reservoir Hetch Hetchy to Early Intake Hetch Hetchy to Hog Ranch Hetch Hetchy to Poopenaut Valley Irvington to Lake Chabot Modesto and Turlock Districts from San Francisco.... Owens River intake to Los Angeles Salt water extends up stream San Francisco Bay, across Distant Use — Artesian waters Coyote River Percolating waters Distributing ditch, Stanislaus water used m Tuolumne drain- age basin Distributing reservoirs — Boston Location of 131, 212, Peoples Water Company Spring Valley Water Company 62, 131 , 212, Distributing system — Peoples Water Company Spring Valley Water Company 131, 212, Union Water Company Distribution — ■ Of gravels. Livermore Valley Of rainfall 88, 190, Of water among the different communities 21. Of water by wagons and carts, San Francisco Disturbance of rocks. Corral Hollow Ditches — Mokelumne River region 365, 370 Page 28 157 I60i 343-344 187 160g 308-309 155 157 193 188 177 385 180, 188 103, 379 206-207 102, 377 348-349 101-103 221-223 373 101-103 339-340 365 307 103, 373 355 329. 334 334 190 37, 42 313-314 347 128 242 242 128 128 289 128 128 289 293 290 358 128 315 127, 321 205 207-208 205 305 35-41 389-390 177 389-390 177 389-390 177 200 193 123 386 264 INDEX Uilches — ■ Tuolumne County Water Company 304 Tuolumne drainage basin conveying Stanislaus water.. 305 Utica Mining Company 394 Diversion canals — Carrying capacity of |g3 Manson plans 1 39 1 43 Mokelumne River ' 3(^7 Diversion dam — Cherry Creek 73 [43 Early Intake 22, 282! 284 McCloud River project 337 Mokelumne River 3^7 Stanislaus River 3O7 Temporary 22 Tuolumne River 1 39_ 1 43 Yuba River 3513 Diversion points — Feather River 345 McCloud River 327, 33 1 -332 Yuba River 356 Diversions of water — Alameda Creek 81, 84, 86, 175, 204 Cherry Creek 25 Coyote River 207-208 Eleanor Lake 23 Feather River 348 Niles Cone 70 Percolating waters 205 Sacramento River 340 Stanislaus River 305 Diversity in rainfall 1 93 Divisions of Hetch Hetchy aqueduct 240-241 Doak proposition, McCloud River — Appropriations made 338-339 Construction work done 339. 341 Criticism by John R. Freeman 342-343 Criticism by C. E. Grunsky 332-333, 338-341 Criticism by Curtis H. Lindley 341-342 Offer to sell properties and rights to San Francisco. . . . 327-330 Rights claimed 341 Dockweiler, J. H. — Commendation for zeal in City's service 160s Population studies by 76, 312 Report on American-Cosumnes project 31 I -3 1 4 Report on east bay region 82, 1 73- 1 78 Report on Modesto and Turlock Irrigation Districts. . .. 357-363 Report on Niles Cone 80, 82, 91 94, 203-204 Doctrine of percolating waters 205-210 Domestic — Purposes, use of water for 21 Supply for bay cities 22 The highest use for water 21-22 Water supply, disaster consequent upon shortage in. . . . 188 Domination of political interests, effect on wages 252 Donnell's Flat 303, 306 Doubtful ground, Hetch Hetchy aqueduct line 221, 223 Doubtful points, water supply, construing on side of safety... 188, 190 Dove Creek pipe line 230 Downey street, San Francisco, view of 216 Draft— Alameda Creek 204 Bay shore gravels 81 Cherry Valley reservoir 26 Cones 1 '3 Coyote Valley gravels 209 Eleanor reservoir 2/ Hetch Hetchy reservoir II. '3 Niles Cone 70 On reservoirs 65, 6/ Drainage areas — (See "catchment areas") Drainage — Elizabeth tunnel 223 Modesto and Turlock Districts 359 Sunol Valley gravels 86 Drill runners' wages, Los Angeles aqueduct tunnels 223 Page Drop — At Knight's Ferry 307-308 At Rich Gulch power house 365 Between Hetch Hetchy and Early Intake 284 Cow Creek power house 332 Early Intake 282 In consumption of water 1 76 In consumption through meters 79 In tunnels, Hetch Hetchy aqueduct 221 McCloud River 331 Moccasin Creek 260 Stanislaus water 305 Tesla tunnel 281 Drought — Averaging of 1 99 Cessation of flow Alameda Creek through 188 Periods of 99-100, 103-104, 106-107 Reserve against, Denver 83 Drowning of weirs 181 Dry Creek 199-200 Dry Creek crossing 278 Dry Creek power station 139, 141, 143 Dry Creek tunnel — Cost of i 278 Formations 248. 276, 278 Length of 248, 276 Location of 276 Location revised 278 Percentage timbered 248, 276, 278 Shafts 278 Treacherous ground 276 Unit costs 248, 278 Dry— Periods. High Sierras 99, 100 Years, Alameda Creek 1 96 Years, series of 1 86 Drying — Up of streams 209 Up of wells. Niles Cone 204 Ductility, steel pipe, San Joaqum Valley 229 Dumbarton — Narrows, pipe line across 20 Pomt 253, 308 Straits 123 Durability — Marshes 123 Pipe exteriors California climate 229 Schussier's wrought iron pips 122 Steel pipe 1 22 Wrought iron pipe 1 22 Durham Bridge, water level 266 Duryea, Ldwin, Jr. — Disagreement with Spring Valley gaugings 193 Estimates of yield 186 Measurements by 82 Studies and gaugings by 1 92 Duty of water — East Colorado 357 Modesto and Turlock Districts 357 Niles Cone 94, 204 Santa Clara Valley 392 Dwellings, Hetch Hetchy 286 Early Intake — Cost of works at 284 Dam 232, 284-285 Drop at 282 Elevations 109. 282 Flume 284 Headworks 284 Location 4, 1 17, 282 Power house site at 108 Recovery of Poopenaut Valley water 293 Rights of way for 22 Roadway 282 Screens 282, 284 Surveys for 1 09 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Earning capacity, Hetch Hetchy 142 Earth dam — Cherry Valley 26. 289 Eleanor Lake 23, 25, 27 San Antonio 259 Earthquake- Danger to Hetch Hetchy aqueduct 110-111 Effect of 123 Faults 323 Intensity of shocks 109-1 10 Pipes injured by 127 Rifts 126 Ruptures 127 Safety against 1 26- 1 27 Shocks 109-110 Water structures not injured by 126-127 East bay region^ Additional quantity of water available for 97 Boundaries of 1 73 Communities in 97, 1 76 Consumption of water by 1 73- 1 74, 1 76 Map of area served I 72 Population of 173-174 Present sources 1 73- 1 78 Report on by J. H. Dockweiler 82. 173-178 Proportional supply ground and surface waters to 172 Water companies supplying I 74 East bay water supplies, capacity of 173-174 Eastman, S. P 192, 200 Eastwood, Mr., commendation for zeal in City's service 160s Echo Lake, location of 310 Economical order of construction 119 Economy in construction — ■ Grunsky plan 1 42 Of dams 119 Eddies — Alameda Creek 181 Retarding effect of 82 Eel River — Controlled by Snow Mountain Water and Power Com- pany 345 Fall 345 Project 345-346 Report on, by C. E. Grunsky 345-346 Route of conduit from 345 Effect^ Of complete metering ] 76 On Niles Cone by building dams 81 On quality of water from storage 32 Effluents, filtration of 34 Elan River 48, 51 Elastic limit — Bay head pipe 236 Hetch Hetchy pipe 236 San Joaquin pipe 236 Elder Creek crossing, Mt. Shasta aqueduct 332 El Dorado National Forest, boundaries of 313 Eleanor-Cherry Division — Cost of 289, 300 Description of 241 , 289 Length of 241 , 289 Structures on 289 Unit costs 289 Eleanor-Cherry tunnel — Building of 119 Gatehouse 25 Length of 289 Percentage timbered 289 Route of 117 Shafts 25, 289 Unit costs 289 Eleanor Creek — Discharge measurements 377 Line of flow 117 Rating table showing run-off 377 Run-off 378-379 Page Eleanor Creek watershed — Area of 8, 24, 102 Discharge 98 Elevation 105 Forest growth in 53 Granitic areas in 53 Insolubility of rock 53 Mass curve diagram on 285 Melting snow 1 05 Precipitation 101 Rainfall 99, 105 Run-off 98 101-103, 105 Smallness of 23 Snowfall 28, 99 Uninhabitable 53 Yield 101-103 Eleanor dam — Concrete work 289 Construction of 23 Cost of 142. 143. 289 Elevation 8 Freeman plan 1 39 Gate house 289 Gates 289 Great cost of 25 Grunsky plan 139 Height of 289 Hydraulic sluicing 289 Length on crest 289 Manson plan . . . ." 139, 142 Masonry structure to replace low temporary one. ....... 25 Problems of 72 Quantities • • 289 Spill crest 27 Temporary at first 23, 25, 27 Width of 8 Eleanor dam (temporary) — Elevation of 27 Hydraulic fill 27 Length of 27 Plan of 27 Eleanor dam site — Disadvantages of 28 Map 27 Unfavorable as to length and cost of dam 8, 104 Unfavorable conditions 28 Eleanor development should be preceded by Hetch Hetchy development 1 54 Eleanor Lake — Conduit 1 43 Contours 1 08 Dam site 23. 25 Discharge 101-103 Evaporation 306 Gaugings 98. 99 High dam not necessary 1 04 Map 27 Permanent masonry dam 25, 27 Proposed temporary power plant at 160r Rain gauges 101 Sanitary survey 53-55 Temporary earth dam 25, 27 Tunnel under 25, 27 Use first of 142, 143 View of 23 Eleanor Lake water — Micro-organisms in 36 Organic life in 36 Eleanor main canal 1 39 Eleanor rain gauge, elevation 1 05 Eleanor reservoir — Available inflow 285 Catchment area 8, 24 Cost 289 Depletion of storage 285 INDEX Eleanor reservoir — Draft upon Flow line Freeman plan Grunsky plan Inflow Intake shaft at Manson plan Map \[[ Outflow Screens Small watershed and expensive dam Storage capacity View of Watershed tributary to 8, Yielding capacity Eleanor Valley, section of Elections, consolidation of bay cities 1 65, Electricity supplied from Amador Canal Electrical power transmission lines Electric haulage — For Eleanor-Cherry tunnel Modern methods Electric power — For Dove Creek pipe line, cost For San Antonio pipe line, cost Stimulus of cheap electric power Electro-chemical manufacturing processes, discovery of Elements of cost, San Joaquin pipe line 230, Elevation — Alameda Creek gravel deposits Arroyo Mocho Valley gravels Arroyo Valle gravels Cherry dam Cherry rain gauge Cherry River mouth Cherry River watershed Cherry Valley reservoir City distributing reservoirs Clarendon Heights tank Clay street tank . Coast Range College Hill reservoir Crystal Springs reservoir Early intake 109, Eleanor dam Eleanor Lake Eleanor rain gauge. Feather River diversion dam Francisco street reservoir Helch Helchy aqueduct '12 Hetch Hetchy dam 8, 118, Hetch Hetchy dam outlets 11. Hetch Hetchy Valley floor Hog Ranch Honda Lake Incorrect on maps ' Oo, Livermore Pass Livermore Valley gravels • • Lombard street reservoir McCloud River intake Merced Lake 13'' Moccasin Creek mouth Moffatt Bridge Oroville Peoples Water Company's reservoirs Peoples Water Company's service areas Pilarcilos reservoir Pleasanton Valley gravels Poopenaut dam Poopenaut reservoir Potrero Heights reservoir Portolacca • Power house No. 1, Hetch Hetchy project 29, Priests Hotel 27 27 139 139 33 25 139 27 33 289 28 28 23 24 104 8 166 365 119 226 230 230 187 32 231 197 197 197 8 105 109 105 26 13! 131 131 113 131 131 282 8 27 105 350 131 ■117 285 13 II 105 131 109 323 197 131 332 383 108 108 347 177 177 131 197 293 292 131 105 109 109 Elevation — Presidio Heights tank 131 Rich Gulch power house 366 Red Mountain Bar 108 San Andreas reservoir 131 San Antonio dam 257 San Antonio reservoir 256 San Joaquin River 266-26S San Miguel reservoir 63, 129, 131, 132 Stanislaus River diverting dam 307 Suisun Point reservoir 328 Tuolumne Meadows 59 Tuolumne River 1 08, 1 09 Tuolumne River, mouth of South Fork 109 University Mound reservoir 131 Elevation average—- Eleanor Creek watershed 105 Hetch Hetchy watershed 105 Elimination— Of impurities by storage 53 Of mosquitoes produced in swamps, Hetch Hetchy Val- ley, by flooding 56 Of open canals, Freeman plan 142 Of pumping, Freeman plan 142 Of trestles, Freeman plan 142 Elizabeth tunnel, Los Angeles aqueduct — ■ Areas of cross sections 223 Character of rock 223 Comparison with Hetch Hetchy tunnels 128 Cost data 223 Cost of concrete lining 223 Diameter 223 Difficulties in excavation 226 Exca\ ation costs 223 Granitic formation 226 Incidental costs 223 Length 223 Method of excavation 226 Natural conditions 223 Period of construction 226 Progress made on work 226 Rate of progress 226 Re-timbering 226 Timbering 223, 226 Unit costs 223, 226 Elongation, steel pipe, San Joaquin Valley 229 Ely, E. G., complaint on madequate water service, San Fran- cisco 215 Embankment — Bay head pipe 254 San Joaquin River bottom lands 269. 270 Emergency gates, Hetch Hetchy dam 285 Emergency intake, filtered water supply 319 Emergency storage — Denver 83 Hetch Helchy project 28 Merced Lake 1 26 Employers' liability insurance — Hetch Hetchy project 298 Rate of premium • • 298 Emptying— Hetch Hetchy reservoir 10 Honda Lake ■ • 387 Underground reservoir 80, 81 Enforcing of sanitary regulations 34, 36 Engineering costs — Bay head pipe 236 Hetch Hetchy aqueduct divisions 300-301 Hetch Hetchy project 299 Los Angeles pipe 233 New York water supply 299 San Joaquin pipe line 233 Engineering features, American-Cosumnes project 311 Engineering reconnaissance by Freeman THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page England— Dams in 11^ Reservoirs m ^^^ ^' Enhancement of beauty of landscape by dams and reservoirs. . 51 Enlargement of Chabot dam "' Ensign Act 386, 393 Ensign, George H. — Franchise secured by ^"o Incorporated Spring Valley Water Works 386 Equalization of flow — Eel River 345 Stanislaus River 3U5 Yuba River 355 Equalizing action of pumps ^^ Equalizing basin, San Joaquin Valley 265 Equalizing reservoir — Moccasin Creek Valley 31 Near Fruitvale ^-^^ San Joaquin Valley pipe line 269 Equal rainfall, lines of '9/ Equipment — HetcK Hetchy aqueduct 298 Hetch Hetchy camp 286 Hetch Hetchy pipe lines, haulage 231 Los Angeles aqueduct, steel siphons 230 Los Angeles aqueduct tunnels 2i7 Los Angeles pipe ^^^ San Joaquin pipe 23i Equipment cost — Dove Creek pipe line 230 Hetch Hetchy aqueduct. 270 San Antonio pipe line 230 Erosion — Livermore gravels 259 Sunol gravels ■ ■ 259 Erroneous Calaveras gaugings ""> '93 Errors — In computation, flood flow, Alameda Creek 188 In estimates, Alameda Creek yield 186-190 In records of Spring Valley Water Co 84, 85 Esopus watershed. New York State 53, 1 45 Established rights — Mokelumne River • • 366 Stanislaus River 304, 305 Establishing of servitude 34 Estimated growth- Greater San Francisco /D San Francisco /6 Estimated increase in population, San Francisco bay communi- ties 312 Estimates, Alameda Creek yield — • By H. Schussler 186 By Cyril WiHiams. Jr 186 Deductions from 186-190 Discrepancies, estimates of Mulholland, Schussler and Williams 186-190 Errors in 186, 190 Scant data for 192, 193 Schusslers estimates theoretically impossible 84 Estimates on cost — Enlargement of Lake Chabot 134 Filtered water supply. 324, 325 Hetch Hetchy aqueduct 239-301 Hetch Hetchy aqueduct tunnels .... 243, 249, 252, 255, 258, 259 . . . .260, 264, 265, 276. 278, 279, 281, 283, 284, 286, 295, 297 Hetch Hetchy aqueduct tunnels, basis of 221-38 Hetch Hetchy project I60n, 1 60p, 300-1 Manson's estimates on Hetch Hetchy too low 143 Mokelumne River project 367, 368, 369, 371, 372 Sacramento River project 324, 325 San Joaquin River project 324, 325 Estimates of flow, Stanislaus River 307 Estimates on population. Greater San Francisco 77 Eureka ditch, carries Stanislaus water 305 Eureka Valley 303 Page Eureka Valley Improvement Association, complaint on inade- quate water supply, San Francisco 215 European cities, increase in use of water in 79 Evaporation — Alameda Creek 195 Alameda Creek reservoirs 180 Alameda Creek system °^ Altitude effect on '00 Arroyo Valle reservoir 84, 88, 91, 199 At night '99 Calaveras reservoir 84, 199 Effect on of temperature 100 Eleanor Lake 306 High altitudes '00 High altitudes, experiments on "99 Livermore Valley 85 Livermore Valley water surfaces 199 Pleasanton Valley 85 Rainfall '95 Rate of •• '90 Recording of 100 San Antonio reservoir 84, 199 Through irrigation '"9 Through plant transpiration 189 Winter '99 Evaporation lessened at night in high altitudes 199 Evaporation loss — Alameda Creek 91 Alameda Creek reservoirs 1 89 Pleasanton swamp land 199 Exaggeration of reserves — People's Water Co 82 Spring Valley Water Co 82 Example — Of Boston distributing reservoirs 38, 42 Of Boston metropolitan impounding reservoir 36 Of New York impounding reservoirs 43-45 Of San Pablo Cone. 176 Excavation costs — Alameda Creek siphon 291 Bay Head pipe 236 Buriburi tunnel 296 Canyon tunnel 249 Chabot tunnel . 249 Crystal Springs by-pass 298 Dry Creek tunnel 248 Early intake works • - 284 Groveland tunnel 249, 283, 284 Hetch Hetchy aqueduct tunnels 246-249 Helch Hetchy dam foundations 287 Huntley tunnel 250 Irvington gate house 255 Klamath project tunnels 250 Lincoln mine tunnels 250 Los Angeles aqueduct tunnels 224, 225 Los Angeles pipe 230, 234 Mission Pass tunnel 254 Moccasin Peak tunnel 248 Orphan Asylum tunnel 251 Potrero tunnel 251 Redwood tunnel 244, 246, 253 Salt River project tunnels 250 San Antonio tunnel 258 San Bruno tunnel 295 San Leandro dam enlargement 134 San Lorenzo Creek siphon 291 Santa Ana Canal tunnels 250 Southern Pacific bay shore tunnels 251 Southern Pacific Sierra tunnels 250 Tesla tunnel 244. 247, 283 Tuolumne River canyon crossing 279 Valle tunnel 247 Western Pacific Railroad tunnels 251 Yakima project tunnel 250 Excavation required, Hetch Hetchy dam 118, 287 INDEX r- Page Excellence of foundations, Helch Helchy dam site 287 Excelsior Homestead District — Inadequacy of water supply 220 No mains for (ire protection 220 Excessive irrigation — Creates lakes, pools and swamps in Modesto and Tur- lock Districts 353 Injuring large areas in Modesto and Turlock Districts. . 358 Excessive storage required for water supply in bay region 383 Excessive use of water — By Modesto and Turlock Irrigation Districts 83, 358 For irrigation . _ 357 Statements of residents, Modesto and Turlock Districts. . 358 Exchange of lands with U. S. Government 1 52 Exclusion — Of campers 52 Of campers and tourists, Boston water supply 35 Of picnickers 35 Of public, Boston reservoirs 35 Of tourists and campers from Hetch Hetchy absurd. ... 33, 52 Excrement, depositing of 34 Expansion of San Francisco stopped through lack of water. ... 80 Expenditures — By San Francisco on Hetch Hetchy project 72 By San Francisco on Hetch Hetchy project, reimburse- ment by D. P. Doak 328, 329 Incurring of by San Francisco on road construction. ... 72 Expenses — People's Water Co., 191 1 177 Spring Valley Water Co 385 Expensiveness of investigations 75 Experiments on evaporation, high altitudes 199 Experimental farm, Niles Cone 204 Experts engaged on investigations 81 , 82 Exploitation — Eel River 345 Feather River 347, 348 McCloud River 335, 336 Mokelumne River 365 Stanislaus River 305 Tuolumne River 82, 83, 106, 107 Exploration by diamond drilling 122 Exposure, mountain water, to smallest possible extent 129 Extended development of local sources 71 Extension of mains, San Francisco — Necessity to remedy inadequate water service 64, 21 1-220 Refusal of Spring Valley Water Co. to make extensions. 213, 214 Exterior of steel pipe, protection of 229, 230 External seepage pressure, Hetch Hetchy aqueduct tunnels.... 221 Facilitating construction through circular cross section 221 Factor of safety through storage 349 Factory population, San Francisco 77 Failure, Lyons Ranch dam 304, 305 Fairmount District — Complaints of inadequate water service 211, 217 Inadequate water pressure 217 Lack of fire protection 211 Size of mains 217 Views of 217 Fairview Terrace, no mains for fire protection 2 Fall- Canyon division, Hetch Hetchy, by series of cascades. . 286 Eel River 345, 346 Feather River dam to San Francisco 350 Ground water below sea level 1 76 Hetch Hetchy dam 118 Knight's Ferry 307, 308 McCloud River 327, 336 Falls Creek — Area of watershed 374 Line of flow 117 Tables of run-off 375, 376 Falls, Hetch Hetchy Valley II, 16 Fall, utilization for power — Hetch Hetchy project 29, 31, 139, Under Freeman plan Under Grunsky plan 1 39, Under Manson plan Famine, water Farmers, Niles Cone — Controversies with Opposition to complete diversion of flow Opposition to impounding of flood waters Rights of Farming lands — Boston water supply catchment areas Niles Cone Stanislaus River watershed Fault — Corral Hollow Hetch Hetchy aqueduct 110, Fault lines. San Francisco Fault zones, Lletch Hetchy aqueduct Favorable conditions — Elizabeth tunnel Hetch Hetchy aqueduct tunnels Oakdale District irrigation tunnels San Joaquin Valley pipe line Feasibility of Hetch Hetchy aqueduct Feather River — Adequacy of supply Coloration of water Discharge Diversion dam Diversion point Diversions Flow Gravity filtration project Minimum flow Power development Pumping and detention project Purification by filtration Purification by storage Run-off Stream flow Swollen from heavy rains Treatment of water Turbidity of water Water power development Feather River Canal Co. — Canal constructed by Proposed diversion by Feather River conduit, cost of Feather River dam — Cost of Height Wages paid on Feather River, North Fork — Discharge Fed by group of springs Practically whole drainage basin in national forest reserve Summer flow Will be developed under government restrictions 9 Feather River project — Page 141, 140, 139, 143 139 141 143 65 91 189, 190 68 179, 187 36 203 303 111 264 264 321 109 226 221, 223 221, 223 231 71 349 347 348, 349 350 347 348 348 349-353 348, 349 199 350, 353 349 349 348 348 347 348 347 100 348 348 351, 352 350 350 251 Bay crossing Capitalized cost of operation Comparison with Sacramento River project Comparative cost of pumping and gravity propositions. Conduit Cost of water delivered in San Francisco Disadvantages of Equalizing reservoir in Fruitvale Filter plant operation Incidental costs Martinez-Oakland tunnel Operation cost Report on by C. E. Grunsky 348, 349 347 347 347 347 352 353 347 353 351, 352 353 157, 160j 352 352, 353 352 352 352, 353 347-354 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page FealKer River project — Sanitary precaution by storage 350 Feather River water — Treatment 348 Turbidity 347 Feather River watershed — CHmate 348 Grazing areas 347 Lumber camps ■ - 347 Stock-raising 347 Timbered areas 347 Federal — Control of sanitary regulations, HetcK Hetchy water supply 34 Ownership in Hetch Hetchy Valley 13 Supervision of Hetch Hetchy Valley to prevent defile- ment of water 13 Federation, communities, San Francisco Bay, under borough sys- tem of government 165 Fencmg, San Joaquin Vai.ey, cost of 270 Fertility — Livermore Valley 1 87 Mokeltimne River region 365 Niles Cone 187 Swamp lands 77 Field engineering — Hetch Hetchy project 299 Los Angeles aqueduct 299 New York water supply 299 Field offices, Hetch Hetchy 286 Field shops — Bay Head pipe 236 Hetch Hetchy pipe line 231 Filing of report of John R. Freeman 5 Filling of pore spaces, Livermore Valley gravels 201 Filtered river water harder than Tuolumne water 56 Filtered water supply — Alternative routes 322 Antioch pumping station 320 Balancing reservoir 320 Bay crossing 320, 321 Cost of operation 325 Emergency intake 319 Estimates of cost 324, 325 Filters . 320 Incidental cost 325 Intake 318 Lands required for 325 Length of pipe line 319 Map showing routes 318 Monte Diablo route 319-322 Oakland reservoir 320 Pipe line routes 318 Protection against accident 320 Rights of way required 325 Pumping stations 318 Report by Allen Hazen 315-325 River crossings - • 320 San Francisco pumping station 321 Steel pipe 320 Tunnel, Monte Diablo route 320 Tunnel routes 318 Tunnel under bay 321 Filtermg turbid water clogs the pores. 88 Filter plant operation, Feather River project 352, 353 Filter plants — Feather River project 352 Filtered water supply project 318 People's Water Co 177 Sacramento River project 319 San Joaquin River project 319 Filters — Sacramento River project 320 San Joaqum River project 320 Filtration — By coagulents By sand • ■ Calaveras water Desirable to improve physical qualities of water Feather River McCloud River water Not necessary, of stored waters open to pubhc Of effluents, Hetch Hetchy Valley Sacramento River water Sand Sanitary necessity for San Joaqum River water Spring Valley water Stanislaus River water Surface supplies from Peninsula Through coarse sand Tuolumne River water Filtration tunnels, Antioch Fire Department, San Francisco — Reports on inadequate fire protection 211, Reports on inadequate water pressure Fire hydrants, San Francisco, water pressure 215, Fire protection — Lack of in Bernal Heights District Lack of in Buena Vista District 21 I, Lack of in Fairmount District No mains for on certam streets, San Francisco San Francisco, lack of Fisher, Hon. Walter A. — Interview with Order by Fishing — McCloud River Tributary streams, Tuolumne River Up-stream parts of reservoirs, Hetch Hetchy project... Fitchburg wells — Proportional yield from Yield Fitzgerald, D., on partial emptiness of reservoirs Fixing of rates — Oakland Water districts Flats, Stanislaus River Flattening pipe, prevention of Flexible joint pipe, cost of Flint Tract, no mains for fire protection Flooding Hetch Hetchy Valley would eliminate mosquitoes pro- duced in swamps there Flood level, Alameda Creek Floodwaters — Alameda Creek 85, 86, 180, 181, Alameda Creek, conservation of Alameda Creek, measurement of Alameda Creek, unabsorbed portion of Averaging of Cherry Creek Coyote River 206, 207, Hetch Hetchy Hetch Hetchy, caught at Poopenaut dam Niles Canyon , Niles dam Relation to rainfall Reservoirs for impounding San Leandro Creek Tuolumne River Turbidity Flood wave rising to peaks Floor, Hetch Hetchy Valley — Elevations Ownership of Flow — Alameda Creek 83, 84, Alameda Creek. Lippincott on Alameda Creek, recorded loo large. Page 317 34 61 54 349 334 48 , 54 34 57, , 317 34 158 317 61 309 61 34 56 228 218, 219 218, 219 218, 219 211 215, 216 211 219, 220 211 7 7 336 36 36 172 177 187 177 170 303, 304 229 322 219 56 181 193. 198 84 181, 185 198 199 98, 143 208, 209 98 293 83, 179 181 87 25. 27 97 58 200 200 13 87, 94 85 82. 84 INDEX Page Flow — Big Bend 349 Cherry River 98-99, 101-103 Constancy of 31 Coyote River • • 206, 207 Diminution in 205 Eleanor Lake 98-99, 101-103 Feather River 348 Hetch Hetchy 101-103 Hetch Hetchy dam site 98, 99 La Grange 100-103 Laguna Creek 86 McCloud River 329, 331, 339, 340 Niles Canyon 83, 84, 179 Niles Canyon, wide range of 83 Recording of 33 Sacramento River 317 San Joaquin River 317 Stanislaus River 307 Stanislaus River, Middle Fork 303, 304 Stanislaus River, North Fork 303, 304 Stanislaus River, South Fork 303, 304 Tuolumne River 98-99, 101-103 Underground waters, Alameda Creek, constancy of 197 Vernon Lake 16 Flowing artesian wells 206 Flow line — Arroyo del Hambre reservoirs 349 Cherry Valley reservoir ■ 26 Crystal Springs reservoir 294 Eleanor reservoir 27 Hetch Hetchy reservoir 11 San Andreas reservoir 294 San Antonio reservoir 256 Flow of water through Coyote Valley gravels 207 Flow over dams, Alameda Creek 181 Fluctuations — Daily draft 294 Plane of saturation 198 Run-off, Alameda Creek 190 Stream flow 188 Water table 358 Flume — Early intake 284 Hetch Hetchy dam 287 Sierra and San Francisco Power Co 305 Food supply, lowering in cost of, through utilization of all of Tuolumne waters '44 Foothill growth, Stanislaus River watershed 303 Foothill region, Stanislaus River 303 Foothill storage — In Colorado 5o Stanislaus River 30/ Undesirable for city supply 304, 307 Forage for teams, Hetch Hetchy aqueduct 231 Forbidding of bathing in reservoirs 34 Forebay — Early Intake 284 Moccasin Creek powerhouse 280 Foremen's wages, Los Angeles aqueduct tunnels 223 Forest growth — Eleanor watershed 5:? Hetch Hetchy region 59, 60 Hetch Hetchy watershed 53 McCloud River watershed 329, 336 Stanislaus River watershed 303 Upper Tuolumne region 5J Formation — Of a metropolitan water district, San Francisco Bay region 63, 64 Of cones ' '4 Of lakes in districts through excessive irrigation 358 Formations — Antonio- Valle division 259, 260 Branner, J. C, on 1 10. Ill, 124 Page Formations — Buriburi tunnel 296 Canyon tunnel 249, 284 Chabot alternative aqueduct . 124 Chabot tunnel 249, 291 Dry Creek tunnel 248, 276, 278 Groveland tunnel 249, 283 Hetch Hetchy aqueduct line 259, 260, 264 Hetch Hetchy aqueduct tunnels 223 Los Angeles aqueduct 225, 226 Mission Pass tunnel 246, 255 Moccasin Peak tunnel 248, 279 Peninsula alternative aqueduct 124 Redwood tunnel 244, 246, 252, 253 San Antonio tunnel 246, 258 San Bruno tunnel 295 Tesla tunnel 244, 247, 264, 265, 283 Valle tunnel 247, 259, 260, 265 Forms for concrete — Cost of making 243 Hetch Hetchy aqueduct 242, 243 Hetch Hetchy dam 288 Formula — Spring Valley Water Co. for computing Alameda Creek discharge 1 80 Water-carrying capacity of Hetch Hetchy aqueduct tunnels 221 Fort Collins, Colo., foothill reservoirs near 58 Foundation preparation — Hetch Hetchy dam 287 Poopenaut dam . . • • 291 Franchise, water supply, San Francisco — Ensign, George H 386 Merrifield, A. D 386 Mountain Lake Water Co 385 San Francisco City Water Works 386 Spring Valley Water Co 393 Franciscan formation — Branner, J. C, on 110, 111, 124 Chabot alternative aqueduct 124 Peninsula alternative aqueduct 124 Percentage of timbering of tunnels through 259, 260, 265 Potrero tunnel 296 Tesla tunnel 246, 264 Valle tunnel 247, 259, 260 Francisco street reservoir — Elevation 131,387 Location of 131 Storage capacity 131, 387 Freedom — From accidents. New York aqueduct 71 From contamination, McCloud River 329 From mineral matter, Sacramento River water 317 Freeman, John R. — Consulting engineer. New York water supply 138 Curve on rainfall 1 99 Endorsement of proposal to purchase Spring Valley Water plant 401 Engineering reconnaissance by 71 Geological study by 71 Investigations by 75 Member, Board of Engineers, Los Angeles aqueduct. ... 138, 223 Member, Metropolitan Water Board, Boston 138 Obhgation of city to 5 On increase of population 76 Report by on Hetch Hetchy project 5 Statement on McCloud River project 342-344 Studies and experience of 138 Viewpoint on Hetch Hetchy project 138 Freeman plan of development — Advantages over former plans 142 Capacity of '39, 140 Comparison with Grunsky and Manson plans 139, 140 Declivity adopted 141 Elimination of open canals 142 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Freeman plan of development — Elimmalion of pumpmg 1 42 Elimmalion of trestles 1 42 Horsepower available 141 No pumpmg 1 42 Pipe lines 139, 141 Power development 141 Power houses 139, 141 Preference for pressure tunnels 138 Provision for metropolitan water district 140 Quantity available daily under 139, 140 Safety against accident 144 San Joaquin Valley crossing 139 Siphons 139. 140 Tunnels 139. 140 Free water supplied by Spring Valley to San Mateo Water Works 388 Freight rates- Cement 241,242 Dove Creek pipe line 230 Hetch Hetchy pipe 231 Reduction in, through Panama Canal 231 San Antonio pipe line 230 Freshets — Coyote River 206 McCloud River 334 San Joaquin River 269 Friction joints — Hetch Hetchy pipe 232 Spring Valley pipe 232 Fruits, shipping of 77 Fruitvale reservoir — Cost of 352 Equalization of flow 350 Fuel oil, cheapness in California 324 Full capacity, tunnels, Hetch Hetchy aqueduct, from start 300 Further — Immediate work on Hetch Hetchy aqueduct necessary. . 71 Investigation necessary 70 Storage and diversion of underground waters, Niles Cone 70 Future — Dam, Hetch Hetchy 285 Development of intensive farming 187 Growth, bay cities - 123 Needs, bay region, quantity of water required for 81 Requirements, bay cities 65, 67 Reserves against accident 65. 67 Safety of bay cities requires reservation of unappropri- ated waters of Tuolumne River 22 Water supply, planning of 189 Future population — Alameda County 73 Contra Costa County 78 Greater San Francisco yj San Francisco 78 San Mateo County 78 Santa Clara County 78 Galloway, J. D. — Appointment as engineer by Berkeley City Council.... 161 Appointment as engineer by Oakland City Council 162 Gardens, water for 79 Garfield permit — Based on Grunsky studies ] 44 Conformed to in Manson 191 1 plan 143 Date of 138 Form of 149 Misunderstandings causing terms of 151 Not broad enough for present needs 140, 150 Outgrown 1 44, I 50 Plan of development under 138 Stipulations in 1 49. 1 50 Gate house — Crystal Springs reservoir 252 Eleanor dam 289 Gate house — Irvington Islais Creek Valley junction. San Andreas junction San Antonio San Joaquin River crossing. Gate houses — Basis of estimates on Eleanor-Cherry tunnel . . . . Page Gates- Cherry Valley dam Eleanor dam ■ - Hetch Hetchy dam 118, 121, Irvington gate house Poopenaut dam San Andreas junction San Joaqum pipe line San Joaqum siphon Gate tower. Cherry Valley dam Gaugings— Laguna Creek McCloud River 329, 334, Pescadero Creek San Antonio Creek San Gregorio Creek South Yuba River Tuolumne River Yuba River Gauging weirs Generation of power — Stanislaus River Tuolumne River Geologic folios Geologic history, Livermore Valley Geological formations — Antonio-Valle division Branner, J. C, on 110, 111, Chabot alternative aqueduct Chabot tunnel Dry Creek tunnel 248, Groveland tunnel Hetch Hetchy aqueduct tunnels. . . .243, 246. 249. 252, 253, 255, 258, 264. 265. 276, Livermore Valley 84, 86, McCloud River Mission Pass tunnel Moccasin Peak tunnel Peninsula alternative aqueduct Redwood tunnel San Antonio tunnel Tesla tunnel 247. Valle tunnel 247, Geological reconnaissance Geological sections — Hetch Hetchy alternative distribution aqueducts Hetch Hetchy aqueduct 110, Livermore Valley Geological studies — By Freeman Hetch Hetchy aqueduct tunnels New York aqueduct Geology — Bay shore Livermore Valley McCloud River watershed Geometric progression, growth of cities Germs — Destroyed by storage Die in storage reservoir Water-borne Glacial formation — Big Dam reservoir Hetch Hetchy dam site Stanislaus River watershed 123 295 297 258, 259 270 251 25 289 289 285 , 288 255 291 297 269 276 289 193 339, , 340 96 193 96 101 1 !01-3 101, 355 33 305 282 109, 110 200 259, 260 124, 200 124 249, 291 276, 278 283 278, 279 200, 259 333, 334 246, 255 248. 279 124 252, 253 246, 258 264, 265 259, 260 109, 110 125 112, 117 86 71 110, 111 71 91 84 333, 334 77 37 32 37, 42 304 287 303 INDEX Page Glasgow water supply — Aqueduct length 48 From Loch Katrine 48 Sanitary restrictions 33 Tourists visiting catchment area 48 Unfiltered water 48 jlencoe supplied from Clark ditch 369 jlen Park Terrace, no mams for fire protection 219 ^lutz, J. B., San Francisco, complaint on Inadequate water supply 213 ^nelssoid granite, Elizabeth tunnel 226 3oat Island route, filtered water supply 318, 322 Golden Gate — Depth of water 321 Tunnel under • ■ 345 Gorge — Hetch Hetchy 8 Santa Clara Valley 206, 207 Government lands, Poopenaut Valley 292 Grades — Groveland tunnel 283 Hydraulic 113, 117 Most favorable 72 New roads 281 Priest's Hill 289 Road, Chinese Camp to Hog Ranch 289 Road, Rosasco to Hetch Hetchy 290 Roads into Hetch Hetchy region 13, 72 Scenic road, Hetch Hetchy 15 Wagon road to Hetch Hetchy 13 Wood's Creek 289 Grading — Contract prices 251 Guadalupe Valley pipe line • • 296 Millbrae-San Antonio division 297 Unit prices 251 Granite areas — Eleanor watershed 53 Hetch Hetchy watershed 53 Upper Tuolumne region 53 Granitic formation — Big Dam reservoir 304 Branner, J. C on Ill Canyon tunnel ■ • 284 Elizabeth tunnel 226 Groveland tunnel 249, 283 Hetch Hetchy aqueduct 116, 117 Los Angeles aqueduct tunnels 225 Poopenaut dam 293 Stanislaus River watershed 303 Strawberry Creek 304 Tesla tunnel 283 Granodiorite — Canyon tunnel 249, 284 Groveland tunnel 283 Grants of public lands for roads '29 Grapevine division, Los Angeles aqueduct 224, 227 Gravel bars, Alameda Creek '83 Gravel conduit — Clogging by silt 200 Plugging up of ^00 Gravel deposits — Alameda Creek '97 Avoidance of tunneling through 259 Coyote Valley, immense quantities of water sinking into. 207 Impossibility of increase of storage in future 190 Kidneys in •- '98. '99 Llverrnore Valley 89, 90, 190, 91 Livermore Valley, voids in 99 Pleasanton, storage capacity 190 Santa Clara Valley, vastness of 207, 208 Gravel from public lands for construction work 15, II Gravel intakes, absorptive power of Gravelly Valley — , ,, Area in watershed of Eel River commanded by J^3 Page Gravelly Valley — Height of dam 345 Storage capacity of reservoir site 345 Gravel out-crops, Alameda Creek 198 Gravels — Inflow of water into 201 interstices in 201 Irregular pockets 88 Silting of 191 Velocity of movement of 198 Gravel storage, Coyote River 206 Gravel strata — Coyote River 206, 207 Underlying Miller Ranch 206 Underlying Santa Clara Valley 206 Gravity conduit, McCIoud River proiect, cost of 337 Gravity delivery to San Francisco, Yuba River project 356 Gravity filtration project. Feather River 349-353 Gravity flow — Advantages of 1 53 Amencan-Cosumnes project 310, 31 1 Bay Head pipe 236 Hetch Hetchy to Chabot Lake 134 Hetch Hetchy to Irvington 20 Hetch Hetchv water to San Miguel 129 Mokelumne River 1 60d Peninsula system 383 San Antonio reservoir to San Francisco 122 Sunol and Pleasanton water into Crystal Springs reser- voir 122 Water without pumpine ad isable for San Francisco. . 124 Gravity suophes the most satisfactory 57 Gray Rocks tunnel — Cost 337 On Mt. Shasta aqueduct, McCloud River project. . . . 332 Grazing areas — Feather River watershed 347 McCloud River watershed 336 Great and sudden floods, Alameda Creek 87 Greater Oakland- Consumption per capita 79 Group of cities forming 63 Increase of population 76 Toining in metropolitan water district 65 Prospects for future growth of 123 Greater San Francisco — Actual rate of growth 76 Estimated growth of 76 Estimates on population 77 Valleys tributary to 77 Water district for 91 Greater San Francisco Association — Purpose of 1 65 Representatives from bay cities to 165 Signatures obtained to petition for constitutional amend-- m_ent on consolidation of bay cities 165 Greater San Francisco movement- Initiated by Greater San Francisco Association 165 Origin of 165 Petition signed in support of 165 Sentiment strong in favor of 166 Greater water supply, Oakland — Capacity of 1 75, 1 76 Reservoir sites 1 75, 1 76 Greater water suoply. People's Water Company 175, 176 Great fire, San Francisco 76, 77, 78 Great storage from gravel beds impracticable 86 Great Western Power Company — Building Big Meadows dam 348 Power development on Feather River 100 Wages paid for common labor 251 Greeley, Colo, foothill reservoirs near 58 Grossman, M. L., San Francisco, complaint of inadequate water supply 213 Ground contours, Niles Cone 95 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Ground waters — Alameda Creek, litigation over 91 Average quantity used daily, East Bay region 176, 177 Diversion of water for outside use 205 East Bay region, I 73 Fall of below sea level I 75, 1 76 Bay Shore gravels, increased use of 8T Bay Shore, source of 91 Brooklyn, overpumping of 80 Industrial use of 1 76 Irrigation demands on 80 Legal difficulties 175 Manufacturing demands on 80 Modesto and Turlock Districts 358 Overpumping of, Brooklyn 70 Overpumping of, Niles Cone 70 Peninsula 81 Proportion of total water supply to East Bay region... 172 San Francisco Bav shore 80 Supreme Court decisions 97, 1 75 Ground waters, Niles Cone- Claims adverse to water company 69 Depletion of 91 Further storage and diversion of 70 Height of 91 Overpumping of 80 Ground waters, Pleasanton — Claims adverse to water company 69 Quality of 61 Ground waters, Sunol, quality of 61 Grouse Valley 1 60a Groveland, road from Chinese Camp 289 Groveland tunnel — Cost of 283, 284 Depth below surface 283, 284 Diameter 249, 283 Formalions 249, 283 Grades 283 Length 283 Percentage limbered 249, 283 Shafts 284 Unit costs 249, 283, 284 Growing use of Niles Cone ground water 92, 93 Growth — Algae, foothill region, Stanislaus River 304 Cities, geometric progression 77 Los Angeles 78 Organic, foothill region, Stanislaus River 304 Phenomenal, Pacific Coast cities 78 Stoppage, San Francisco, through shortness of water... 80 Vancouver 78 Weeds on exposed beds of reservoirs 187 Grunsky, C. E. — Alameda Creek discharge 82 Canal locations by 108 Eel River, report on 345, 346 Feather River, report on 347-354 McCloud River project, memorandum on 331-333 McCloud River project, notes on 333-8 McCloud River water rights, letter to City Attorney on. 338-41 Mokelumne River project, conclusions on 371 Ocean slope creeks 81 Pipe line locations by 108 Stanislaus River project, report on 303-9 Surveys by ] 08 Yuba River, report on 365, 366 Grunsky plan of development — Bridges 139 Canals 139-41 Capacity of tunnels 140 Comparison with Manson and Freeman plans 139, 140 Criticisms of 1 40-2, 1 44 Crossing of San Joaquin Valley 139, 141 Economies in construction 1 42 Horse power available 141 Page Grunsky plan of development- Open canals 139, 140 Pipe lines 139. 140 Power development 140, 141 Power houses 139, 140, 141 Power used for pumping 141 Quantity of water available daily under 139, 140 Siphons 139-41 Smallness of capacity of project 142 Transmission of power. Tunnels 141 139-41 Using of natural channels 140, 142 Weak points 1 42, 1 44 Guadalupe tunnel — Connections with 296 Cost 296 Percentage timbered 296 Guadalupe Valley pipe line — Cost of 296 Grading 296 Unit costs 296 Haight and Ashbury Improvement Association, San Francisco, complaint, inadequate water supply 215 Hale dam 306 Hale reservoir, storage capacity 306 Hale's Mill 304 Half Moon Bay- Communities on 96 Public wagon road to, crosses Crystal Springs reservoir. 33 Hall, William Ham— Proposed development of water power and reservoirs, . 108 Surveys by 1 08 Hamilton, Mount- Bay Cities Water Company's properties on slope of . . 96 Creeks on slope of 96, 186 Rainfall 87, 193, 194, 195, 199 Source of Coyote River on slope of 206 Source of supply of Bay Cities Water Company 96 Source of supply of United Properties Company 96 Streams rising south of 206 Vapor-laden winds 88 Hamilton, R. L., San Francisco, complaint. Inadequacy of water supply 214 Hammatt, W. C— Reconnaissance of Hetch Hetchy scenic road 290 Surveys by 109 Harbor Board, price paid for cement 241 Harbor, San Francisco 78 Harden Ranch, location of 117 Hardness — Alameda Creek water 61. 194, 198 Of filtered river water 56 Of ground waters, Pleasanton 61 Of ground waters, Sunol 61 Of Sacramento River water 316, 317 Of San Joaquin River water 317 Of Spring Valley water 62, 69. 138 Of Tuolumne water 316, 317 Value of in a public water supply 317 Haulage — Bay Head pipe line 231 Building materials, Hetch Hetchy project 72 Hetch Hetchy pipe, equipment for 231 Los Angeles aqueduct steel pipe 230. 231 Los Angeles aqueduct tunnels 226 Haulage costs — Hetch Hetchy aqueduct 231 Los Angeles aqueduct pipe 230, 231 San Joaquin Valley pipe 231 Haul, average, Hetch Hetchy aqueduct 231 Haul, lengths of — Hetch Hetchy aqueduct 289 Los Angeles aqueduct 231 INDEX Hayward — Draft on Niles Cone 175 Number of services in [70 Prospects for future growth of |23 Supplied by San Lorenzo Water Company 1 78 Hayward Cone — Collection of water by pumping from areas not naturally appurtenant to wells 9I Limit of available draft | 73 i 75 Replenishment of 1 73 1 7c Hazen, Allen — Estimate on filters at Antioch 228 Report by on filtered water supply 53^ 57 315-25 Head — Alameda Creek crossing 258 Bay Head pipe 236 McCloud River project pumping stations 337 Mission Pass channel 255 Headquarters, engineering — Hetch Hetchy project _ 299 New York water supply _ 299 Headquarters' expense — Hetch Hetchy aqueduct divisions 300-1 Head water elevation — Arroyo Mocho 201 Arroyo Valle 201 Headworks — Early intake 284 Stanislaus River, joint construction by South San Joa- quin and Oakdale irrigation districts 307 Heavy plant cost — Hetch Hetchy aqueduct divisions 300-301 Omitted from estimates, Hetch Hetchy aqueduct 240 Heavy plant depreciation, Hetch Hetchy aqueduct 298 Helvellyn, Mount 47 Hemlock, Lake 53 Hercules Water Company — Daily supply by j 74 Number of services 177 Population supplied by 177 Pumping station I 78 Reservoir 177 Supplies Pinole 1 77 Wells 1 78 Hermit Valley — Area of reservoir 1 60a Dam 160a Storage capacity, reservoir 160a Hering, Rudolph, report on Alameda Creek ground waters. ... 187 Herring Creek 303, 304 Hetch Hetchy — Absurdity of literature issued against by People's Water Company 1 60j Best mountain source for San Francisco district 75 Cost of cement delivered at 242 Development should precede work on Eleanor or Cherry 1 54 Discharge 101-103 Distance from Hog Ranch 289 Distance from Poopenaut Valley 293 Diversion from Eleanor Lake and Cherry Creek 25 Geological conditions 221 Gravity (low from 20 Hotel site I 1 , 60 Inaccessibility of '4/ Mechanical shop buildings 287 Present neglect '51 Railroad from Rosasco 290 Rain gauge elevation '05 Real value of '-•' Reasons why Hetch Hetchy should be developed first.. 154 Road from Rosasco 290 Sanitary survey 53-55 Sierra Club excursion to 60 Superior to all other sources in quality of water 151 Hetch Hetchy— ^^^^ Temporary buildings 286 Time advisable to begin development of 179 Unpopulated watershed 344 Wagon road to 1 3 1 5 Hetch Hetchy aqueduct — Accessibility 289 Allowance for overhead charges 298 Arguments for and against maximum development at present ] 45_ 1 46 Average length of haul 231 Bad spots Ill Basis of estimate on 239, 240 Branches from 123, 124 Branches from to various cities 20 Capacity of 20, 21 Capacity diagrams 222 Character of rocks for tunneling Ill, 264 Comparison with Los Angeles aqueduct 128, 226, 227 Conditions of operation 230 Connection with city distributing system 20 Cost lessened by steep gradients 1 55 Daily delivery of 21 Delivery into storage reservoirs or city distributing sys- tem 20 Depreciation on heavy plant 298 Description of 15, 20 Designed to connect up with Spring Valley distribution system 63 Division No. 1 240, 294-297 Division No. 2 240, 297 Division No. 3 240, 241, 297, 298 Division No. 4 241, 252-254 Division No. 5 241, 254-258 Division No. 6 241, 258, 259 Division No. 7 241, 259, 260 Division No. 8 241, 260-281 Division No. 9 241, 281-284 Division No. 10 241, 284-286 Division No. 11 241, 286-288 Division No. 12 289, 290 Division No. 13 290 Division No. 14 290 Division No. 15 290, 291 Division No. 16 291-293 Divisions of 240. 241 Effect on cost of abnormal rate of wages 240 Elevations on 112, 117 Equipment 298 Equipment cost 270 Estimates I 60n- 1 60q Fault lines crossed by 110, III Feasibility of 71 Gate house on 20 Haulage unit 231 Immediate further work necessary 71 Incidental costs 240 Length of 128 Length of haul 289 Lining, adverse conditions 223 Loading applied to estimates 160p, 1 60q Method followed in making estimates 239. 240 Natural conditions along 221 Need not connect with Spring Valley distribution system 62 Overhead charges 300, 30T Points of control 109 Portion out of reach of existing roads 289 Possible danger from earthquakes 110, III Power development 128 Power houses on 29, 30 Power possibilities 29 Pressure tunnels 1 20 Provision for future power development 29 Rights of way required for 72 Rocks to be encountered Ill THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Hetch Hetchy aqueduct — Route of 20, Saving in cost of Shorter route for Siphons Storage reservoirs for Surplus capacity of Time required for building.. . Unit costs Working points within easy reach of railroads Hetch Hetchy aqueduct line— Borings Change in line owing to geological conditions no, 129. 221, Contour levels 261-263, 266-26S, 271-275, 277, Doubtful ground Geological formations 259, Intrusion of serpentine Sandstone beds Sedimentary rocks Testings Topography.... 22 1. 261, 262, 266-268, 271-275, 277, Trial location for Hetch Hetchy aqueduct location — Plans of location 112- Plan Profile of location 271 - Sections of location Studies for Hetch Hetchy aqueduct tunnels — Area of Basis for estimate of capacity and cost Basis of unit prices Capacity full from start Character of rock Circular cross section Comparisons with Los Angeles tunnels Concrete lining Cost of cement Cost of concrete Cost of excavation Cost of timbered sections Cost of untimbered sections Description of Diameters of 222, 243. 244. Discharge, million gallons Favorable conditions for Geological formations Increase in discharge Length of Natural conditions Percentage timbered 244, Plan of location Plan showing location of Profile of location 273, Quantities Route of Slope of Steepness of hydraulic gradients Thickness of lining Timbering of Typical sections for Unit costs on Velocities Hetch Hetchy camp — Buildings Cabins Equipment Incidental costs Loss on boarding house - . Maintenance and repairs Policing of Profit in commissary Sewage disposal Telephone connections Page Page Hetch Hetchy dam — 112-117 Adit 287 127 Advantages in being high 119 1 27 Beginning of construction 73, 74, 1 44 21 Bridge over 118 20 Cascade 118 21 Coffer dam 287 74 Concrete work 118, 287, 288 246-249 Construction of 9 289 Contours 118 Contraction joints 118 264 Cost of 287, 288 Crest length 286 259, 265 Cross-section 285 280, 282 Deferred portion of construction 286 22 1 , 223 Depth of water stored 285 260, 264 Diligence in work of construction 74 264 Draw-off gates 285 264 Elevations 8, II, 118.285 259, 264 Emergency gates 285 264 Excavation required in construction 118 280, 282 Fall at 118 267, 268 Flumes 287 Freeman plan 1 39 1 1 7, 277 Future spillway level 285 277 Gates 1 18, 288 274, 277 Grunsky plan 139 112-117 Height 8,9,58, 119,285 271 -275 Height necessary 286 Initial development 286 222 Landscape architectural treatment 288 22 1 -238 Local overhead charges 288 243,245 Manson plan 139 300 Masonry in 287, 288 Ml, 264 Mass curve 285 221 Nearby gravel deposits for construction of 287 244, 245 Outlet elevations II, 13 221 Outlet pipes 10, II 246-249 Percentage of "plums'* 287 246-249 Plan 1 18, 285 246-249 Plant maintenance and repairs 288 246-249 Problems of 72 246-249 Proportion of ingredients for concrete 287. 288 121 Quantities 118. 285 246-269 Quantities, concrete work 287. 288 222 Roadway, along top of 1 18, 285 Section 1 18, 285 Spillcrest 288 Spillway level 285 Stairway 118 Storage at different heights 286 Storage capacity 8. 285 Temporary works 287 Time required for building 73. 74 Total cost 288 Ultimate development 286 Unit costs 287, 288 Water control during construction 287 "■'f^ater level 285 V/idth 8 Hetch Hetchy dam site — Advantages of 119 Borings at 1 1 9, 287 Discharge at 373 Drain holes 287 Excellence of foundations 287 Gaugings at 98, 99 Glacial formation 287 Grout holes 287 Ideal site 151 Little excavation needed 287 287 Location II 287 Sound granite formation 287 286 Title to 13 286 View of 8 221, 221, 223 243 222 128 223 246-249 277 273-275 274, 277 120 4 222 221 242 221 243-251 243, 251 221 286 286 286 287 287 286, 287 INDEX Helch Helchy development — ^^^ Reasons why Helch Hetchy should be developed first. 154 Should precede Eleanor or Cherry i rT Time advisable to begin .2^ Hetch Hetchy Division — Administration expense ^nn Construction roads cost nr,n Description of „ . Engineering costs 'X„^ Headquarters' expense ' -,„„ Land purchases -,„^ Right of way purchases -^rm Total cost '.'.'.'.'.'.'.'.'.'..'.'. 300 Transportation of laborers 3qq Water right costs o^j, Hetch Hetchy gorge — Depth of yo-j Narrowness of ' q -^q^ Hetch Hetchy lands — Joint use for water supply and park 55 Ownership by City 130 Hetch Hetchy pipe — Alternate route 110 Area of 997 Cost of steel 23] Diameters 1 2? 1 23 Freight cost from East 231 Effect on cost of local labor conditions 233 Plan showing location 271-275 Submerged portion 20 Valves on 20 Hetch Hetchy project — Admmistration expenses 299 Arrangement of estimate 252 Assumed base of wages 240 Building of roads 240 Capacity of initial development 300 Changes from original outline 1 gOr City distributing system of Spring Valley not essential to 62 Completeness of studies 134 Contractors' bond 298 Contractors' profit 298, 299 Cost of cement 242 Covered reservoirs 1 29 Crystal Springs reservoir not essential to 62 Division No. 10 not essential in initial development.... 284 Effect on cost of inefficient management 240 Employers' liability insurance 298 Estimate of cost. I60n-160p Field engineering 299 Gravity flow to Lake Chabot 1 34 Headquarters, engineering 299 Hillside ditches 260 Increase in cost for direct delivery to San Miguel 1 29 Investigations to determine cost 71 Large scale required for success 1 42 Legal expenses 299 Length of construction roads 241 Length of scenic roads 241 Loading applied to estimates of cost of 160p, I60q Overhead costs 300, 301 Probable order and cost of 160l Road building 240, 281, 298 Spring Valley distribution system not essential to 62 Terminal gate house 252 Terminal reservoir 252 Trail construction 298 Superiority to McCloud River project 344 Table showing loading charges included in estimates... 160q Transportation of laborers 298 Ultimate development 300 Wages basis 251 Wages, common labor 252 WTien necessary to start construction work 74 Hetch Hetchy region, working season 73-74 Hetch Hetchy Reservoir — Area of ^qa Available inflow 285 Catchment area o 04 Depletion of storage ' 285 Depth to be flooded 5 1 2 Diversion of waters into from Cherry Creek reservoir and Lake Eleanor 25 Drafts upon | | 13 Emptying of ' [q Flow line 11 Freeman plan | jg Grunsky plan 1 39 Height of cliffs 5 12 High water ' j 1 Inflow 33 Low water 11 Map of II Manson plan 1 39 Necessity of developing to full capacity 286 Outflow 33 Relation depth flooded to height of cliffs 6, 12 Releasing of water from |2I Replenishment of [ | Replenishment from Cherry Creek and Eleanor Lake. . . 25 Shores of 13 Storage capacity g 285 Ultimate capacity 286 Views 6, 10, 12 Water levels | | Watershed tributary to g^ 24 Yielding capacity g, 104 Hetch Hetchy reservoir site — Area to be cleared 286 Cost of clearing 286 Map .' II Hetch Hetchy scenic road — Arcades on 1 8 Branch to Tilltill Valley 290 Cost of 290 Development of 160r Length of 290 Reconnaissance by W. C. Hammatt 290 Time for building 74 Views 10, 12 Hetch Hetchy Valley — Ad\'antages to be derived from storing waters in 149 As a pleasure ground 145 Beauties of 57 Below the interesting part (view) 57 Cross-sections of 1 46 Floor to be covered by lake 13 Floor elevations 11 Floor ownership 13 Levels run up to 1 08 Map of 11 Ownership of 13 Present inaccessibility of 148 Rain gauges at 101, 105 Scenery in 57 Sections of 8, 146 Small number of visitors to 148 Supervision of ... 13 Temporary dam at 73 Views 6, 8, 10, 12, 57 Widely advertised as pleasure spot 148 Hetch Hetchy water — Freedom from micro-organisms 36, 1 38 Organic life 36 Prevention of defilement 13 Purity of '38 Softness of 69, 138, 153 Hetch Hetchy watershed — Area of 8. 24 Discharge of flood flow 98 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page HekK HetcKy watershed — Elevation 1 05 Forest growth on 53 Granitic areas in 53 Insolubility of rock 53 Mass curve diagram 2o5 Rainfall 99, 105 Run-off 10.97, 101-103, 105 Snowfall 24, 99, 105 Uninhabitable 53 Yield 101-103 Hetch Hetchy water supply — Management of 299 Most economical of all Sierra sources 151 Rights of Oakland to 1 62, 1 63 Water Board for management of 299 High altitudes — Evaporation 100, 199 Proportion of run-off from precipitation 100 Temperature 1 99 High dams not necessary at Eleanor or Cherry 104 High service area, San Francisco 212 High Sierras — Critical period of rainfall 99 Dry periods 99, 100 Precipitation 99, 1 00 Ramfall 99, 1 00 Snowfall 99, 100 High water, Hetch Hetchy reservoir 11 Highland Reservoir — On North Fork, Stanislaus River 303 Storage capacity 306 Highest use of water 21, Zi Highways around Boston reservoirs 35, 36, 37, 33 Hill service area, San Francisco 212 Hillside ditches, Hetch Hetchy project 260 History of development, water supply, San Francisco 386-390 Hog Ranch — Distance from Hetch Hetchy 289 Elevation 105 Location 4, 1 1 7 Nearest accessible point to Hetch Hetchy Valley 289 Road from Chinese Camp 289 Road grades 289 Rainfall 105 Run-off 105 Hollv Park District. San Francisco, inadequacy of water sup- ply 220 Honda Lake — Capacity of '31 Delivery of Hetch Hetchy water to 294 District supplied by 131 , Zl - Elevation 1^1 Increasing capacity of 12V Storage capacity 131 Hopson, on increase of population 7o Horner's Addition, San Francisco, no mains for fire protec- tion 220 Horsepower — Available for general purposes, Amerlcan-Cosumnes pro- ject 311 Available under Freeman plan 141 Available under Grunsky plan 141 Required for pumping, American-Cosumnes project.... 311 Hospital maintenance, Hetch Hetchy camp 287 Hotel site. Hetch Hetchy — Admirable site for summer hotel 60 Drainage from 60 Location of 11 Hotle project, Yuba River, irrigation of lands 348, 355, 356 Hudson River, crossing of 71 Human activity, McCloud watershed 331, 343 Humidity — Recording of 100 Rising of 100 Hunt, A. M., plans by 143 Page Huntley tunnel 250 Hyde, C. G., on discharge of Alameda Creek 82 Hydrants — Parkside, found dry 219 San Francisco, water pressure 215. 218, 219 Hydrauhc capacity, steel pipe 121, 122 Hydraulic elements, tunnels, Hetch Hetchy aqueduct 120 Hydraulic fill — Eleanor temporary dam 27 San Antonio dam 257 Hydraulic gradients — Coast Range tunnels 1 22 Hetch Hetchy aqueduct tunnels 113-117, 121, 221, 273-274 South Fork Canyon crossing, Tuolumne River project. Hydrauhc riveting. Hetch Hetchy pipe Hydrauhc sluicing — Cherry Valley dam Eleanor dam Hydro-electric power — Development of Station, Hetch Hetchy dam Station, North Mountain Hydrographic conditions, Mokelumne River Hydrographic service, records of flow available to 283 232 289 289 29, 31 30 143 371 33 151 53 53 181, 188 233 223 53 71 86 25-27 36 43, 45 177 166 32 166 13 36, 37 Ideal— Dam site, Hetch Hetchy Water, Tuolumne River Watershed, Hetch Hetchy and Lake Eleanor Weir Ideal conditions — For laying pipe, San Joaquin Valley Met m Oakdale irrigation tunnels Ideally safe water, Tuolumne Ri'er Immediate further work on Hetch Hetchy aqueduct necessary Impervious strata — Livermore Valley gravels Sunol Valley gravels 197, 198 Impossibility of conserving all the Alameda flood flow 85, 86 Impounding of floods, reservoirs for Impoundmg reservoirs — Boston New York People's Water Company Improvement — In municipal affairs In quality of water by storage In transportation faciHties Of existing roads Of water by storage Improvement clubs — San Francisco, complaints of inadequate water sup- ply 211. 213-218 San Mateo County, inadequacy of water supply 163 Impurities eliminated by storage 53 Inaccessibility adds to cost of high dams 28 Inaccuracy of gaugings, Alameda Creek 82, 181 Inadequacy of storage at Sunol 197, 198 Inadequacy of supply — - Mokelumne River, South Fork 366 Of Spring Valley Water Works 64 Stanislaus River 303 Inadequacy of water supply — Daly City ] 54 Oakland 162, 163 Palo Alto J64 San Jose | ^3 Inadequacy of water supply, San Francisco — Complaints from the various districts 21 1-220 Location of complaints 212 Retarding building up of San Francisco 220 Inadequate fire protection. San Francisco — Complaints from the various districts 21 1-220 Fire Department, report on 21 I, 218. 219 Inadequate storage facilities, McCloud River project 331 Inadequate water mains. San Francisco 21 I INDEX Inadequate water pressure, San Francisco — Complaints from the various districts 213, 214, 216 217 Fire Department, report on ' 2 1 8^ 1 9 Inalienable right to unappropriated water of Tuolumne River to be reserved to bay cities 22 Incapacity of Livermore Valley gravels to drink in flojd flows. 85 Incidental construction costs — Dove Creek pipe line 230 Elizabeth tunnel 27S Feather River project ocj Filtered water supply 395 Hetch Hetchy camp 287 Hetch Hetchy aqueduct 240 Hetch Hetchy aqueduct tunnels 246-249 Los Angeles aqueduct siphons 230 Los Angeles aqueduct tunnels 224-227 Method of arriving at 226 227 Moccasin Peak tunnel 248 Mokelumne River project 359 Poopenaut dam 291 San Antonio pipe line 230 San Joaquin pipe 233 Stanislaus River project 308 Incinerators 34 Incipient sandstone, Los Angeles aqueduct tunnels 225 Incline tunnel. Canyon Division 284 Incline water chute, Tesla tunnel 283 Income — Peoples Water Company (1911) 1 77 Spring Valley Water Company (191 1) 385 Incompleteness of absorption, Alameda Creek gravels 196 , Increase in capacity — Chabot Lake 1 34 Hetch Hetchy aqueduct tunnels 221 , 222 Increase in carrying capacity — Hetch Hetchy aqueduct tunnels 221, 222 Pipe 122 Increase in consumption of water — East bay region 1 76 Marx, C. D.. on 78 Increasing demands of communities, east bay region 97 Increase in discharge — Hetch Hetchy aaueduct tunnels 221, 222 Pressure tunnels, in emergencies 221 Increase in draft — On Alvarado bay shore 70 On Niles Cone 70 Increase in local use of water — Alameda Creek 204 Livermore Valley 179, 187, 192 Mokelumne River 1 60a Niles Cone 192, 204 Pleasanton Valley 179, 187, 192 Increase in manufacturing plants, San Francisco 1 24 Increase in percolating waters — Coyote Vallev ^ravels 207 Santa Clara Valley gravels 207 Increase in population — Dockweiler, J. H., on 76 Freeman, John R., on '6 Greater Oakland 'O Greater San Francisco 76 Hopson on '" Manson. Marsden, on 76 Marx, C. D., on 76, 78 Oakland 76 Rural communities 77, 78 San Francisco bay communitie: 312 San Francisco, curves on 76 San Francisco, probable rate of 76, 77 San Francisco, school census 77 Santa Clara Valley 209 Schussler, Hermann, on 76, 78 Suburban communities 78 Urban communities 78 Increase in storage capacity — Chabot Lake 1 34 Crystal Springs reservoir 252 Merced Lake 1 26 Increase in supply from Niles Cones 70 Increase in use of water, per capita 79 Independent source, Stanislaus River, inadequacy of 303 Indian Bar, location of 116 Indian Creek 259, 260 Individual land holdings, subdivision of 77 Industrial needs for water — American River 312 Cosumnes River 312 Industrial use of ground waters 1 76 Industries, Sacramento Valley 313 Industry, establishment of branches of 176 Infection carried by water, protection against 54 Inferiority, Yolo basin water 317 Infiltration — Of brackish water 80 Of salt water 80, 1 76 Of water, Hetch Hetchy aqueduct 71, 121 Pressures, strength of circular cross-section against 221 To Alvarado wells 96 Inflow — Cherry Valley reservoir 33, 285 Eleanor Creek reservoir 33, 285 Hetch Hetchy reservoir 33, 285 Into gravels 201 Ingleside District — Inadequacy of water supply 220 No mains for fire protection 220 Initial development — American-Cosumnes project 313 Filtered water supply 325 Hetch Hetchy dam 286 Hetch Hetchv project 300 Mokelumne River project 366-369, 371-372 Poopenaut dam 293 Injunction — Against diversion of waters of Coyote River 206 Restraining di\'ersion of percolating water 205 To restrain diversion of percolating waters a right be- longing to owners of artesian wells 205 Injurious effect of fluctuating water table 358 Injury — To Alameda County, by heavy draft on Niles Cone ... 80 To lands in irrigation districts through excessive use of water 83 To water supply, Palo Alto, through pumping by Spring Valley 96 Insolubility of rock 53 Installation of meters — Effect on consumption of water 79 Peoples Water Company 1 77 Spring Valley Water Company 384 Insufficiency — Of borings, Alameda Creek watershed 188 Of surveys, Alameda Creek watershed 188 Intake — Alameda Creek gravels 197 Arroyo Valle 86 Arroyo Mocho 86 Crystal Springs 294 Early, Hetch Hetchy aaueduct 4 Eleanor-Cherry tunnel shafts 25 Filtered water supply ^'° Gravel deposits, absorptive power of 196 Groveland tunnel 282, 284 Manson plan ' ^^ McCloud River project 326, 332 Rio Vista 319 Sacramento River project 315, 317, 318 Sacramento Valley Irrigation Company 340 San Joaquin River project 315, 317, 318 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Intake- Santa Clara Valley, old channels 207 Santa Clara Valley gravels, underlying strata 208 Subterranean storage 1 96 Tesia tunnel 283 Intensity of earthquake shocks 109, 1 10 Intensive farming — Bay region 1 24 Central California Valley 77 Future development of 187 Livermore Valley 85 Near city, advantage of 80 Niles Cone 91, 93, 94 Pleasanlon Valley 85 Surplus water available for 21 San Francisco Bay lands 77 Interception — - Percolating waters 205, 209 Rainwater 1 40 Stream flow 205 Interchange of products with Orient 77 Interchangeability, pressure tunnels 126 Interest during construction, Hetch Hetchy aqueduct divisions. . 300, 301 Interest payments on Tuolumne works cost saved for some years by building of Calaveras, San Antonio and Arroyo Valle reservoirs 68, 69 Interference with output of wells 1 76 Interference with rights — Modesto and Turlock Irrigation Districts 357 Mokelumne River 366, 371 To percolating waters 205 Interior Department — Grants from of public lands for roads 29 Permit from desired by San Francisco to bore en national park lands 71 Permit from desired by San Francisco to take build- ing materials for Hetch Hetchy construction from pub- lic lands 15, 22, 25 Permits from to build roads and electric lines 29 Sanction from to various works on Tuolumne River proposed to be erected by San Francisco 75 Interior of steel pipe, protection of 229 Interruption to service — By earthquakes 110, 111 McCloud River project 344 Safeguards against 38. 1 29 San Miguel reservoir a safeguard against interruptions of service, Hetch Hetchy project 129 Interstices in gravels 201 Intrusion of serpentme, Hetch Hetchy aqueduct line 264 Investigations- — By Freeman 75 Confirm early need of large new supply 82 Cost of saved in progress of work 75 Expensiveness of 75 Further 70 Immediate and thorough, favored by public opinion.... 70 Inadequacy of water supply, San Francisco 211 -220 Necessary to determine cost of Hetch Hetchy project. . . 71 Needs of Modesto and Turlock districts 82, 83 Of water companies' sources 70 Sections of San Francisco with inadequate mains 21 1 Should be limited to one source 75 Subdivision among experts 81 , 82 Time for starting further 75 Investment — By San Francisco 72 Of new capital would be encouraged by mountain sup- ply 69 Iron pipe, east bay region 177 Irregularity — ■ Alameda Creek run-off 196 Rainfall 195 Water bearing beds, Livermore Valley 200 rage Irrigable lands — American River 31 1, 313, 314 Cosumnes River 311, 313, 314 Feather River 348 Niles Cone 204 Sacramento Valley 313 Irrigated acreage — Alameda County 78 Contra Costa County 78 Modesto District 359 Santa Clara County 78 Turlock District 359 Irrigating — Alfalfa, Decoto 92, 93 Alfalfa, Modesto and Turlock Districts 359 Apricot trees, Niles 93 Of Crops, Modesto and Turlock Districts 359, 360 Scenes. Niles Cone 92, 93 Irrigation — Bay region 124 Coyote Valley, prevented through diversion of storm waters 207 From Schell Ditch 307 Livermore Valley 85 Necessity of, in California 209 Niles Cone 91, 92, 93. 94 Niles Cone, annual quantity of water required for. . . . 204 Percolating ^vater for 205 Pleasanton Valley 85 San Joaquin Valley from Stanislaus River 305 Superiority of underground waters for 209 Surplus wafer available for 21 Irrigation canal — Modesto Irrigation District 359 Oakdale Irrigation District 303 South San Joaquin Irrigation District 303 Turlock Irrigation District 359 Irrigation demands — Alameda County 78 Contra Costa County 78 On ground w^aters 80 San Francisco County 78 San Mateo County 78 Santa Clara County 78 Irrigation, depth of — Alameda County 78 Contra Costa County 78 Modesto Irrigation District 359 Santa Clara County 78 Turlock Irrigation District 359 Irrigation districts- Alkali area 358 Area of 358 Boundaries of 83 Construction cost of works 360 Crops raised 359, 360 Depth to water 358 Duty of water 357, 360 Excessive use of water for 357, 358 Needs for storage 360 Not injured through proposed diversion by City 83 Prior rights of 83, 358 Quantity of water put to beneficial use 82. 104, 359 Ramfall 358 Seepage waters 358 Soil condition 358 Should look to Stanislaus and Merced Rivers pardy. . . 83 Storage capacity of reservoirs 360 Temperature 358 Wells 358 Irrigation of nearly a square mile by a million gallons daily. . 63 Irrigation priorities — American River 312 Cosumnes River 312 Stanislaus River 303, 304 INDEX , Page Irrigation priorities — Tuolumne River 61 , 83, 101, 293 Irrigation pumping — Livermore Valley |g7 Niles Cone 9| 94 Irrigation requirements — American River 3 1 1 American-Cosumnes project 313 Cosumnes River 3| | Feather River 343 Modesto Irrigation District 82, 83 Mokelumne River 355 Niles Cone 94 Sacramento Valley 329 Stanislaus River 305. 307 Tuolumne River 82-83 Turlock Irrigation District 82, 83 Irrigation reservoir, Niles Cone 94 Irrigation tracts, San Joaquin Valley 305 Irrigation tunnels, Oakdale District 221 , 223 Irrigation use — Coyote River 209 Mineralizes water 56 Niles Cone 91 Of percolating water 205 Of surplus water carrying capacity, Hetch Hetchy aque- duct 34 Irrigation water, measuring of 33 Irrigators helped by release of stored waters by City 83 Irvington-Calaveras Division — Description of 241 Length of 241 , 254 Overhead charges 300 Unit costs 254, 255, 258 Irvinglon-Chabot Division — Description of 241 , 290 Length of 241 , 290 Overhead charges 301 Irvington gate house, Hetch Hetchy aqueduct — Branch aqueducts leading off from to bay cities 20 Connections with Crystal Springs reservoir 252 Cost of 255 Location 20, 1 1 2 Subdivision of water among the different communities.. 21 Terminal chamber and gate house for Hetch Hetchy aqueduct '^O, 1 23 Isabel Creek, prior rights of Bay Cities Water Company on. . 96, 187 Islais and Salinas Water Company, rights and properties on Islais Creek 383 Islais Creek as source of supply for San Francisco 386 Islais Creek Valley junction and pipe line 294, 295 Isohyetal lines — By Schussler 19/ On rainfall 100 Stanislaus River drainage area 302 Jacksonville, rock formation near • --'J^ Jasper rock, on peninsula line, Hetch Hetchy project 124, 125 Jawbone Division, Los Angeles aqueduct 224, 11/ Jelly's Ferry, location of Joint canal — „„e Modesto and Turlock Irrigation Districts 3U5 South San Joaquin and Oakdale Irrigation District 307 Joint development of Tuolumne water supply by bay cities... 138 Jointing of rocks Joint use — Hetch Hetchy lands, for water supply and park pur- 56 poses ..r Tuolumne water supply by bay cities 08 Jones, Drenzy A., levels by^. ' ^^ Jones street tank, storage capacity ^VU Joost wells _Q , Junction points, alternative distribution aqueducts 2y4 Katrine Loch — .„ Coaching on roads in catchment area Page Katrine Loch — Source of supply for Glasgow, Scotland 48 Steamboats crossing 49 Tourist travel 48, 49 Views 48-50 Katz vs. Walkinshaw, decision relating to percolating waters. . 205, 209 Kennedy Lake 303 Kennedy Meadows 303, 306 Kennison, Karl R., commendation for zeal in city's service.... 1 60s Kensico reservoir, views of. 45 Key map, wells in Livermore Valley 89 Keystone, station on Sierra Railway 289 Kidneys, gravel deposits 1 98, 1 99 Kimball Island 319 Klamath project tunnel 250 Knight's Ferry — Dam owned by Tulloch near 307 Drop in river at 307, 308 Tunnel near 276 Water from Schell Ditch used near 307 Knoxville formation — Branner, J. C, on 111-113 Chabot tunnel 249, 291 Composition of 260 Costs of tunnels through 260, 265 Occurrence on alternative distribution aqueducts, Hetch Hetchy project 1 24, 125 Occurrence, Hetch Hetchy aqueduct Ill, 112, 113 Tesla tunnel 264, 265 Valle tunnel 247, 260 Kolana rock — Location of II Views of proposed roadway near 17, 19 Kuhn's Meadow 303, 306 Kutter formula for computing carrying capacity of tunnels.... 221, 222 Laborers' wages — California 251 Hetch Hetchy project 240 Los Angeles aqueduct tunnels 223 Southern Pacific bay shore tunnels 251 Use of on Hetch Hetchy pipe lines 231 Lack of data — Alameda Creek yield 88, 192, 193 Run-off, Tuolumne River 98, 99 Lack of lire protection, San Francisco — Complaints from the various districts 21 1, 215, 216 Report of Fire Department on 218 Streets on which there are no mains for fire protection. . 219, 220 L ack of good reservoir sites, Mokelumne River 160a L ack of regularity, run-off, Alameda Creek 196 Lack of water preventing expansion of San Francisco 80 Lafayette tank, removed in 1902 389 La Grange — Discharge at ?9, 100, 101-103 Gaugings at 'UU Surplus water at 1 1 - 1 03 Waste waters 101-103 La Grange dam — Built at joint expense of Modesto and Turlock districts. 357 Construction of 305 Diversion of water at 359 Water wasted over 360 La Granae Water and Power Company — Canal '00 Diversion by 101, 102 Prior rights of 103, 106, 107, 285 Laidley street, San Francisco, view of 217 Laguna Creek — Daily gaugings ' ^3 Flow m 86 Location of }JA Sinking of wells on 390 Lake Eleanor ■f^ Lake Hemlock ^^ THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Lake Kennedy 303 Lake Mahopac 43 Lake Merced Water Company owned rights at Lake Merced. . 385 Lake of the Woods, localion of 310 Lake Skanealeles 53 Lake Thirlmere 46, 47 Lake Vernon 58 Lakeview District, San Francisco, no mains for fire protection. 220 Land near Early Intake, Hetch Hetchy, title to 22 Landowners — Niles Cone, rights of I 79 Rights to percolating waters 205 Right to underground water paramount to that of an appropriator 208 Santa Clara Valley, demands of 208 Land purchases — By San Francisco 1 38 Cherry Valley 138 Eleanor Valley 1 38 Hetch Hetchy aqueduct, for the several divisions 300, 301 Hetch Hetchy Valley 138 Power house No. 2, Hetch Hetchy project 22 Spring Valley Water Company 394 Stanislaus River project 308 Landscape architectural treatment — Hetch Hetchy dam 288 Marginal lands of reservoirs 38 Poopenaut dam 291 Landscape beautified by dams and reservoirs 51 Lands — Cherry Creek watershed, owned by San Francisco. ... 138 Eleanor Creek watershed, owned by San Francisco. ... 138 Government, Poopenaut Valley 292 Mokelumne River, owned by Sierra Blue Lakes Water and Power Company 369, 370 Mokelumne River project 369 Owned by Spring Valley Water Company 384, 385, 394 Poopenaut Valley, patented 292 Required for filtered water supply 325 Required for gauging weirs 33 Required for Hetch Hetchy aqueduct 22 Sacramento Ri\er project 325 Spring Valley Water Company's ownership 384, 385, 394 Stanislaus River watershed, private ownership 303 To which title is desired by San Francisco 13, 15 Large reservoirs a necessity on Sierra rivers 160k Larger capacity of tunnel, cost relatively little more 140 Lava formation — Hetch Hetchy aqueduct Ml, 115, 116 McCloud River 329 Law — On use of artesian waters 205 On water rights 342 On use of percolating waters 205-210 Lawns and gardens- Denver 79 Los Angeles 79 San Francisco 79 Watering of 79 Laying of pipe — Bay head pipe 236, 237 Dumbarton Straits submerged pipe 123 Islais Creek Valley 295 San Joaqum Valley 229-235, 269 Leases of water for secondary purposes 21 Legal complications, Niles Cone 70, 74, 75, 81, 9] Legal difficulties, appropriation of ground waters 175 Legal expenses — Hetch Hetchy project 299, 300, 301 Los Angeles aqueduct 299 New York water supply 299 Legal rights — Land owners, Niles Cone 97, 187 Owners of artesian wells 205 Owners to percolating waters 205 rage Legislation — Metropolitan water districts 164-166 Necessary for consolidation of bay cities 166 Lessening of flow, Vernon Lake 16 Lenticular form, water bearing beds, Livermore Valley 200, 201 Letter — Doak, D. P.. to Board of Public Works 327-330 Freeman, John R., to City Attorney, in re McCloud River project 342-344 Grunsky. C. E., to City Attorney, in re McCloud River project 338-341 Lindley, Curtis H., to City Attorney, in re McCloud River project 341 , 342 Levees, San Joaquin River 266-268 Levels- Correction of 108 Hetch Hetchy aqueduct line 271, 272, 277 Hetch Hetchy project 239 San Antonio reservoir 256 San Joaquin River crossing 266-268 San Joaquin Valley 108 Levels, water — Hetch Hetchy 11 Tuolumne River 108, 109 Liability Insurance, Hetch Hetchy project 298 Liberality of Williams' estimate, Alameda Creek yield 187 Liberation of water — By power companies 356 From Hetch Hetchy 304 From Poopenaut reservoir 304 Stanislaus River reservoirs 304 Licking Fork reservoir, diversion of water from Middle Fork Mokelumne River into 367 Lick Observatory, rainfall records at 193, 197 Life, steel pipe lengthened through use of cement lining 229 Limit — In supply of underground waters, Alameda Creek 86 Of development, Mokelumne River 371 To available storage, Livermore Valley gravels 200 Limitations of sub-strata 1 92 Limited capacity of Livermore Valley gravels 86, 87 Lincoln Mine- Length of tunnel 250 Unit costs of tunnel 250 Lindley, Curtis H., letter to City Attorney in re McCloud River project 341 , 342 Lining costs — Los Angeles aqueduct tunnels 224, 225 Method of arriving at 226 Western Pacific Railroad tunnels 251 Yakima project tunnel 250 Lining — Hetch Hetchy aqueduct tunnels 120-122 Los Angeles aqueduct tunnels 224, 225 San Joaquin pipe 234, 235 San Joaquin Valley shafts 265 Steel pipe 21 Strength against external seepage pressure 221 Truckee-Carson project tunnels 250 Tunnels 21 Lipplncott, J. B.^ — ■ Absorption of Livermore gravels 86, 88 Errors in Spring Valley estimates on Alameda Creek yield 186-190 Flow, Alameda Creek 85 Gauglngs Niles Canyon 83, 84 On errors in Spring Valley records 180 Rainfall table ]99 Report on Alameda Creek yield 186 Litigation — Between Spring Valley and San Francisco 63, 393, 394 Ground waters, Alameda Creek 91 Littering of ground 34 54 Little Cow Creek, power station at 327 XXXVi INDEX Littlejohn Valley — Mining operations Water from Schell Ditch used in Little Lake Division, Los Angeles aqueduct Livermore — Possibilities of manufacturing use of water near Possibilities of municipal growth near Rainfall 87, 193, 194, Water used by. . .^ Livermore area, soil survey Livermore Pass — Elevation Route of filtered water supply Livermore Valley — Area of Artesian water Basm of Borings Branner, J. C, report on Clay deposits Composition of Development of underground storage Evaporation from water surfaces in Fertility of Geological Impervious gravels Intensive farming Irrigation Local use of water 179, 187, Local use of water the highest use Movement of underground water Natural filter Outlet Rainfall |93 Refill '.'.'....' Sands Stratification Temperature Torrential floods 1 88, Voids in sands and gravels Water bearing strata Water duty Width of distribution of clays Wells Yield of Livermore Valley gravels — Absorption by Avoidance of tunneling through Branner, J. C, report on formation Breadth Capacity Continuous flow Depth Dip in Elevation of Filling of pore spaces Level of gravel bed Limited capacity of 86, 87, Non-absorption of Pliocene gravels Pockety distribution of Pore spaces 84, Rapid response to rain Regulating influence of Saturation of Storage capacity of Tipping up of Uneven distribution of Water bearing character of Williams, Cyril, Jr., report on Livermore Valley ground waters, report by Cyril Williams, Jr. Livestock — McCloud watershed Shasta National Forest Reserve Loading applied to Hetch Hetchy estimates 1 307 307 224, 227 187 187 195, 197 85 85 323 323 85 200, 201 192 84, 191 200 201 86, 88 199 187 86, 200 86, 88 85 85, 187 190, 192 192 201 200 201 199, 201 200 199 89, 90 199 190, 197 199 2O0, 201 85 200 89 199 198, 201 259 84, 191 201 197 200 201 259 197 201 201 189, 200 87 259 200 201. 259 86, 87 191, 196 259, 265 190 190 200 200 81 81 336 336 60p, \t I J- Page Loading costs — Bay head pipe 236 Loading costs — Steel pipe, Los Angeles aqueduct 230, 231 Lobos Creek — Abandonment of use of 387 Water supplied from by San Francisco City Water Works 385 Local labor conditions — Hetch Hetchy pipe lines 233 San Francisco 233 Local overhead charges — Hetch Hetchy dam 288 Hetch Hetchy project 300, 301 Local rainfall, vagaries of 194, 195 Local sources, further development of 71 Local use of water — Alameda Creek 85, 91, 187, 190, 204 Coyote Creek 208 Livermore Valley 1 79, 187, 190, 192 Livermore Valley, the highest use 192 Mokelumne Ri\ er 1 60a Niles Cone 192, 203, 204 Pleasanton Valley 1 79 San Pablo Cone 1 76 Location, Hetch Hetchy aqueduct — Studies for 262, 263 Profile of 271-274 Plan showing 271-275 Location revised, Dry Creek tunnel 278 Locations for canals and pipe lines, by Grunsky 108 Locations, water, McCloud River 338, 339 Loch Katrine 48, 50 Locks Creek aqueduct 387, 388 Log dams, Stanislaus River 304 Logs, Alameda Creek wells 192 Lombard street reservoir 131, 294, 387 London, England 76 Lone Tree Island 319 Long, Percy V. — Letter of transmittal to Advisory Board of U. S. Army Engineers 5 On doctrine of percolating waters 205-210 On formation of a municipal water district 161-165 On Greater San Francisco movement 165-166 On joint use by bay cities of Hetch Hetchy 161-164 Long term averages, rainfall, error of relying on 197 Lorigan, Judge, opinion in Miller vs. Bay Cities Water Co.. . . 206-210 Los Angeles — Consumption per capita 79 Growth 78 Lawns and gardens in 79 Mountain source owned by 69, 138, 147 Necessity for obtaining additional supply 80 Problems of water supply 80, 138 Progressive development 1 53 Water supply, sanitary restrictions 33 Los Angeles aqueduct — Actual cost below estimated cost 223 Analyses of cost, steel pipe siphons 230-234 Built at lower cost than estimated 223 Carrying capacity of ' ^8 Capacity far in excess of City's needs 145 Commission, report on 29^ Comparison with Hetch Hetchy aqueduct 128, 226, 227 Cost of 330 Cost of data on tunnels 224, 225 Cost of haulage 242 Day labor used in construction ^^^ Diameter of '28 Electric power plants 227 Exceptionally able engineering ^^J. j-^° Legal expenses ^W Overhead charges ^^' Power development ' ^° Surplus capacity of THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Los Angeles aqueduct — Transmission lines 227 Tunnels on 1 28 Variety of formations 225, 226 Wages paid 252 Los Angeles aqueduct tunnels — Admirable quality of workmanship 223 Basis for incidental expenses 227 Bonuses paid 226 Character of rock 224, 225 Comparison with Hetch Hetchy tunnels 244, 245 Cost of 224, 225 Divisions of 224 Length 224. 225 Percentage timbered 224-226 Progress of work 224-226 Quantities 224. 225 Unit costs 224, 225 Wages paid 223 Los Angeles pipe — Equipment 233 General type of 230 Metal surface 233 Method of manufacture 230 Los Angeles water supply problem, solution of 80, 138 Loss — Maintenance of Hetch Hetchy camp 287 Maintenance hospital, Hetch Hetchy 287 Of head 122 Low — ■ Rainfall, series of years cf 188, 197 Service area, San Francisco 212 Water, Hetch Hetchy reservoir II Low cost, tunnel work — - Oakdale Irrigation District 223 San Joaquin Irrigation District 223 Lowell street, San Francisco, view of 218 Lower — Strawberry reservoir 304 Uses of water 21, 22, 34 Lowering of ground water, Niles Cone 94 Lowering of water table — Coyote Valley gravels 207, 209 Niles Cone 82, 91, 96, 175, 186, 204 San Leandro Cone 1 76 San Pablo Cone 1 76 Santa Clara Valley gravels 209 Lowness of Manson estimates 143 Lumber, unit prices 251 Lumbering activities — Feather River watershed 347 McCIoud River watershed 335, 336 Lumber camps — Feather River watershed 347 Floating population 335 McCloud River watershed 335, 336 Stanislaus River watershed 303 Lumber cutting — McCloud River watershed 331, 343 Season of 335 Stanislaus River watershed 303 Lumber mills, McCloud River 335 Lunes, gravel deposits 1 98 Lyons Flat reservoir 304 Lyons Ranch 3U4 Lyons Ranch dam 304, 305 Mahopac Lake, view 45 Mains, San Francisco — Extensions to 64, 21 5 Inadequate in size 211, 215, 217, 220 Sizes of 131, 215-217, 220 Maintenance — Hetch Hetchy camp 286, 287 Hetch Hetchy dam 288 McCloud River project 330 Page Maintenance — Poopenaut camp Poopenaut dam Roads 13, Management, Hetch Hetchy water supply Manchester water supply, England Manson, Marsden — Estimates too low Expression of appreciation of services for City Memorandum on McCloud River project Mokelumne River investigation On increase of population Manson plan of development — Changes from Grunsky plan Comparison with Grunsky and Freeman plans Criticisms of Plan of 191 1 conformable to Garfield permit Variant on Grunsky plan Manufacturing cost, cement Manufaclu ring- Demands on ground waters Increase in San Francisco Plants. North Beach District Use of water, Livermore Use of water, Pleasanton Manzanita Water Company owns lands and rights at Portola. . Map— American-Cosumnes project, rainfall Bay Cities Water Company's supply, American- Cosumnes Rivers Cherry Valley reservoir East bay region water supply Eleanor reservoir and dam site Filtered water supply route Hetch Hetchy aqueduct location 112 Hetch Hetchy reservoir site Livermore Valley wells McCloud River project 326, Moccasin Creek crossing location Niles Cone contours Poopenaut reservoir site San Antonio reservoir San Joaqum River crossing Stanislaus River watershed Tuolumne River Marginal lands of reservoirs — Boston water supply 36, Landscape, architectural treatment of New York water supply Mariposa formation Ill, 116, 248, 276, Market— For California products, no limit to Gardening, water for Market Street Homestead tract, San Francisco, no mains for fire protection Marsh lands — Bay head pipe crossing Cradles for steel pipe in Dumbarton Point Niles Cone Reclamation of San Joaquin River Martinez-Oakland tunnel. Feather River project, cost of Marx. C. D.— Discharge of Alameda Creek Future demands, metropolitan water district Increase in consumption , Increase in population ^ Quantity of water available from peninsula sources. . . . Studies by Masonry — Dams Hetch Hetchy dam Poopenaut dam Massachusetts State Board of Health 291 291 15, 72 299 46, 47 143 160s 327 160 76 142, 143 139, 140 142, 144 143 142, 143 241 80 77 211 187 187 385 312 310 26 172 27 318 117, 277 11 89 338, 342 280 95 292 256 265-268 302 4 37, 38 38 44, 45 278, 279 77 60 219 253 229, 230 123 203 203, 204 122 352, 353 82 78 78 78 81 78 119 287, 288 29) 36 INDEX Mass curve — Hetch Hetchy dam 285 Quantity of water available for City 101, 104, 106, 107 Mass diagram, water available to San Francisco from Stanis- laus River drainage area qqj; Mateo street, San Francisco, view of 217 Materials for Hetch Hetchy construction, taking of from U. S. lands 15| 22, 25 Maximum — Cross-section, Hetch Hetchy dam 285 Cross-section, Poopenaut dam 293 Efficiency, steel pipe 229 Flow, McCloud River 334 Head, Alameda Creek crossing 258 Head. Mission Pass tunnel 258 Strain, Hetch Hetchy pipe 236 Strain, New York aqueduct 236 Stress, bay head pipe 237 Mayor's letter of transmittal to Advisory Board 5 McClintock vs. Hudson 205 McCloud 335 McCloud Gorge 33(3 McCloud River — Adverse rights to 342 Appropriations of water 329, 341 Dam site 333 Discharge . ._ 329, 330, 335, 339, 340 Diversion point 331 , 332 Drop in 327, 33K 336 Fishing possibilities 336 Flow 329, 331 , 334, 339, 340 Freedom from contamination 329 Freshets 334 Gaugings 329, 339, 340 Geological formations 329, 333, 334 Length of 334 Power possibilities 336 Prior rights on 341. 342 Railroads 335 Reliability of discharge 330 Remoteness of 331 Run-off 329 Source at Bartels 334 Source of 329 Springs 334 Summer population 331, 335 Survey by D. P. Doak 333 Tributaries 334 Velocity 335 Water 329, 330, 334 Water locations on 329 Water rights 338. 339 Watershed 329, 330, 336 McCloud River Lumber Company 335 McCloud River pipe line, route of 326 McCloud River project — Advantages of 330 Capacity 328 Comparison with Tuolumne River project 160i Crossings 327, 328, 331, 332 Crudeness of proponents' maps 342, 343 Danger of mterruption to service 344 Disadvantages of 1 57, 330 Diversion point 327 Filter plant near Martinez 332 Freeman, John R., on 160h, 160i, 342-344 Gray Rocks tunnel 332 Grunsky, C. E., on 331-333, 338-341 Grunsky, C. E., Jr., on 333-338 Inadequate storage facilities 331 Lindley, Curtis H„ letter on 341 , 342 Maintenance cost 330 Manson, Marsden, on 327 Map of 326 More expensive than Hetch Hetchy 344 McCloud River project — Necessity of detention of water in storage reservoirs as sanitary safeguard 343 Objections to 330 Operating cost 33O Power development 344 Power stations 327, 328 Pressure pipe 328 Proposition by D. P. Doak 327-330 Quantity of water available 328 Reliability of service 331 Route of aqueduct 327 Submerged pipe 328 Suisun Point reservoir 328 Suisun Point pumping station 328 Supply to bay cities 328 Supply to Sacramento Valley 328 Surveys 343 Topography . 328 Transmission line 328 Type of construction 330 Under-estimation of cost by proponent 343 Use of natural channel for flow of water 327 McMullin Lake, water level 266 Meadow Lake — Area of watershed 1 60a Dam at 1 60a Storage capacity 1 60a Meadows, Hetch Hetchy region 59, 60 Mean- Monthly discharge. City catchments relation to La Grange 99 Velocity of water, tunnels, Hetch Hetchy aqueduct.... 121 Measurements — Flow, Alameda Creek 181-185. 188 Flow, McCloud River 335, 339, 340 Of irrigation water 33 Of wells in irrigation districts • ■ • • 358 Measuring weirs — Alameda Creek 181 HetcK Hetchy dam 285 Mechanical filters — Cost of 324 Feather River project 352 Sacramento River 317 San Joaquin River 317 Mechanical shop buildings, Hetch Hetchy 287 Mechanics' wages, Los Angeles aqueduct tunnels 223 Medley Lakes, location of 310 Melting of snows — Chief source of supply 32 Dates of 98 Mt. Shasta 329 Replenishment of storage by 11, 13 Menace to purity of Feather River water through lumber camps 347, 348 Merced drainage system 61 Merced Lake — Abandonment of use of 80 Daily draft on 383 Decrease in inflow into 1 26 Delivery of Hetch Hetchy water to 294 Elevation 131, 383 Increase in storage capacity 126 Increasing seepage from 126 Pollution of 81 Storage capacity ' 26, I i I Surface area of ^^" To be regarded as a reserve 1 26 Water, weedy and unattractive 62 Yield of '26 Merced Lake pumping plant • . ■ • 38^ Merced River should be drawn upon by irrigation districts 83 Merging of bay cities • 165, 166 Merchants' Exchange, Oakland, special committee of »U Merrifield, A. D., et al ^"6 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Melal surface — Los Angeles pipe 233 San Joaquin pipe 233 Meleorological — Studies to be pursued by San Francisco 33 Tests at Prattville 100 Metering, effect of 176 Meters — Drop in consumption through 79 For releasing priorities on Tuolumne River 83 Installation of 79 Peoples Water Company I 77 Spring Valley Water Company 384 Union Water Company I 78 Metropolitan parks, reservoirs in 38 Metropolitan Water Board, Boston 36, 38, 39 Metropolitan Water District — Action by Berkeley 1 62 Action by Oakland 1 62, 1 63 Action by San Jose 1 63 Bond issues by 164, 169, 170 Boston 9 Conducts wholesale business in water 64 Fixing of rates 1 70 Formation of 63, 64 Future demands of 78 Officers of 164, 169 Powers of 164, 168, 169 Promoting of 9 Provided for in Freeman plan of development 140 San Francisco Bay cities 9 Steps to formation of 164 Taxation 171 Micro-organisms — Cherry Valley reservoir 36 Eleanor Lake 36 Hetch Hetchy water 36, 138 Wachusett reservoir 36 Middle Fork, Stanislaus River 303 Middle Fork reservoir 306 Middle service area, San Francisco 212 Middlesex Fells reservoir 35-39 Millbrae pumping station 294, 296, 297, 390 MiUbrae-San Mateo Division — Description 297 Length 240, 297 Overhead charges 301 Tunnel aqueduct 297 Saving by use of pipe line instead of tunnel 297 Unit costs 297 Millbrae-San Mateo tunnel aqueduct, capacity 297 Miller, Clement H., maps McCloud River project 342, 343 Miller Ranch 205-208 Miller vs. Bay Cities Water Company 206-210 Million gallons daily irrigates nearly a square mile 63 Milpitas, prospects for future growth of J 23 Milwaukee, consumption per capita 79 Mineral matter, freedom from, Sacramento River water 317 Mineralization of water — - Sacramento River 56, 57, 31 7 San Joaquin River 56, 3 1 7 Through irrigation use 56 Tuolumne River 57, 3 1 7 Mines, depth of Ill Minimum flow — Feather River 347, 348, 349 McCloud River 329, 339, 340 Mining ditches, Mokelumne River 365 Mining operations — Littlejohn Valley 307 Stanislaus River watershed 303, 305 Minor structures, basis of estimates on 251 Miscellaneous expenses omitted from estimates, Hetch Hetchy aqueduct 240 Page Mission Pass tunnel — Cost 255 Diameter 246, 255 Formations 246, 255 Internal pressures 255 Length 255 Location 255 Unit costs 246. 255 Moccasin Creek — Drop at 260 Elevations 1 08 Equalizing reservoir at 31 Formations Ill, 279 Line of flow 116 Power station 29, 30, 139, 140, 141 Siphons 139, 141 Water level at mouth j 08 Moccasin Creek power house — - Construction deferred 280 Cost not included in estimate 28C Releasing water for priorities below 61 Moccasin Creek region, accessibility of 281 Moccasin- Early Intake Division — Cost 300 Description 241 Length 241 Moccasin Peak tunnel — Cost 281 Diameter 248, 279 Formations 248, 279 Unit costs 248, 281 Modern — Machinery for San Joaquin pipe line 233, 234 Methods of electric haulage 226 Model of gaugings, Alameda Creek 82 Modesto canal, amount diverted 359 Modesto Irrigation District — Area irrigated 359 Construction cost of system 360 Diversion by 100 Excessive use of water in 83 La Grange dam 305 Needs of 21, 82, 83, 357 Percentage of land irrigated 359 Prior rights of 21, 83, 103, 106. 107, 285 Quantity of water put to beneficial use 104 Report by J. H. Dockweiler 82, 83, 357, 363 Stanislaus River originally adopted as water supply of. . 305 Water duty 85 Modesto reservoir, storage capacity 358 Modified project, Mokelumne River 371, 372 Moffatt Bridge 108 Moisture, transpiration and evaporation of 100 Mokelumne gravity project, diagramatic profile of 1 60c Mokelumne Hill, rainfall 302 A'lokelumne River — Area irrigable from 365, 366 Cost of structures 368 Dams 366 Discharge 365 Ditches 370 Established rights 366 Explored by power companies 366 Gravity supply from 1 60d Hydrographic conditions 371 Irrigation requirements 365 Lack of good reservoir sites 160a Less opposition to limited diversion than from Stanis- laus or Tuolumne 371 Local use of water 160a Middle Fork 367 North Fork 366, 367, 370 Prior rights on 366 Proximity 158, 160 Rainfall 366 xl INDEX Mokelumne River — Region Reservoir sites Run-off Source South Fork 3g5_ Storage possibilities Storage reservoir Water Watershed 1 ^Qa, Mokelumne River project — As auxiliary to Tuolumne River project As supplemental supply to another source Comparison with Tuolumne River project Conduit capacity Cost estimates Grunsky's conclusions on Large local use of water Limit of development Not available for ultimate requirements of bay cities. . . Paper location Several times investigated by City and rejected Use by San Francisco interfere with ultimate local de- velopment Monographs by H. Schussler Monopoly, water supply, San Francisco Montana, subterranean storage Monterey formation 111-113, 124-125, Mortar, cost of Mosquitoes, Hetch Hetchy region 56, Moss-like growth — Boston aqueduct Retarding effect of Mother Lode Mountains, Coast Range, location of Mountain Lake Water Company Mountain run-off to valley rainfall, ratios of Mountain water supply — Covered reservoirs for Hetch Hetchy the best Necessity for bay cities Necessity for Oakland Preference for Secured by other Pacific Coast cities Sources investigated Mt. Diablo route for filtered water supply Mt. Shasta, melting snows on Mt. Shasta aqueduct Movable plant, Los Angeles aqueduct Movement — Of underground water, Livermore Valley Toward subdivision Mowry Slough, submerger crossing for Stanislaus project Muckers' wages, Los Angeles aqueduct tunnels Mucking, Elizabeth tunnel, unit cost Mud Creek Mulholland, Wm.— Absorption of Livermore gravels Assumes no wastage at Sunol dam Commendation for work on Los Angeles aqueduct Cost of steel pipe Criticism of estimate on Alameda Creek yield Errors in estimates on Alameda Creek yield Rainfall table Report on Alameda Creek yield Multitubular gravel conduit Muniment title to D. P. Doak Municipal — Affairs, improvement in Purposes, use of water for The highest use of water Municipalities — San Francisco Bay Uniting of, in water district 365, 371 160a, 366 365 365 367, 370 366 366 370, 371 365, 366 366 371 160c, 371 367, 369 367, 372 371 160a 371 37! 367 160 371 192 384 198 249, 291 "234 148, 152 22! 22! 110 113 385, 386 105 129 75 71 162, 163 69 69, 138 156 319-322 327, 329 326-332 227 201 77 308 223 223 334 187 223 230 180-20! 186-190 199 186 200 341 166 21 21, 22 Page Municipal water districts — Act for formation of 164, 167-1 71 Fixing of rates 1 70 Taxation 171 Murphys, water supply of 305 Mystic Lake reservoir 38, 42 Napa cement works Narrowness, Hetch Hetchy gorge Nashua River 36, National Park Electric Power Company, patented lands owned in Poopenaut Valley Natural beauties — Hetch Hetchy Valley Of falls enhanced by storage Natural channels, use of 1 40, 1 42, Natural conditions — Along Hetch Hetchy aqueduct Elizabeth tunnel Hetch Hetchy aqueduct tunnels Natural filter — Automatic cleaning of Clarifying of water Clogging of Detention of sand and silt Livermore Valley Natural flow — Pitt River Sacramento River Tuolumne River Natural lakes, chain of, American-Cosumnes project Natural regulator, Livermore Valley Navigable channel, Newark Slough Navigability — Sacramento River 317, 336, San Joaquin River Nearby gravel deposits for construction, Hetch Hetchy dam. . . Nearly a square mile irrigated by a million gallons daily Necessity — For detention reservoirs Of additional water service, San Francisco Of developing Hetch Hetchy reservoir to full capacity. Of early start on construction work Of filtration. Feather River water Of filtration, Stanislaus River water Of gravity flow water, without pumping, for San Fran^ CISCO Of high dam at Hetch Hetchy Of investigation to determine cost of Hetch Hetchy project Of irrigation, California Of new roads for construction work Of securing ample water rights for the future Of storage, Alameda Creek Of storage detention, Stanislaus water Needs, irrigation — American River Cosumnes River Irrigation districts, from Stanislaus River Modesto Irrigation District 21, 82, Turlock Irrigation District 21, 82, Neglect of Hetch Hetchy '51 Negotiations for purchase of Spring Valley water prop- >■ 394 erties ^^^' Nevada City, rainfall at Newark Slough New roads, benefits of New York aqueduct — Borings for Lining costs Maximum strain on pipe Pressure tunnels Siphons ' ^■^' Tunnels New York Board of Water Supply 44, 45, 119, 74, 312, 312, 83, 83. 395, 229, 221, 242 287 145 292 57 16 255 221 223 223 201 20! 200 200 340 340 285 310 189 253 340 317 287 63 158 211 286 75 348 309 124 119 71 209 290 138 188 309 313 313 307 357 357 152 400 302 253 149 71 234 236 221 232 12! 299 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO New York City- Consumption per capita Increase in population New water source sought by Progressive de elopmenl New York water problem, solution of New York water supply- Administration expenses Capacity of aqueduct Condemnation proceedings Esophus watershed From Catskill Mountains Populated catchment areas Reservoirs Sanitary restrictions Views of reservoirs Night evaporation Niles— Irrigation at Prospects for future growth Strawberry farms Views near Niles Canyon- Diversion of flow from Flow past Gaugings at Out-flush of Rainfall Topography Waste waters 85. 86, Niles Cone — Abstraction of water Adverse rights 69, 74, Area of 172, 174, Available draft Communities on Contest in courts on additional diversion Danger point near Depletion of ground waters Depth to water in wells Diversions by Peoples Water Company Diversions by San Lorenzo Water Company Diversions by Spring Valley Water Company Draft on 70, 80, 81, 173. Duty of water Farming lands Farmers 81 , Fertility of Ground contours Height of ground water Holding back water from Intensi\e farming 91 , Irrigating scenes Irrigation Legal questions 70, 74, 75, Legal rights of land owners Local use of water 175, 192, Location of Lowering of water table 82, 91, 94. 96, Marsh lands Nurseries Outflow from Outlines of Outside use of water Overpumping of ground waters Percolating waters Population Problems on Profile Prolific supply from Pumping of ground waters Quantity of water required for irrigation Quantity pumped from Replenishment of 91 , 94, 1 73, Report by J. H. Dockweiler 82 79 76 187 153 138 299 145 299 145 138, 145 43-45 43-45 32-33 43-45 199 93 123 92. 93 92, 93 189, 190 83, 179 83, 84 94 84 84 179, 197 94 75, 179 203, 391 173. 175 204 175 70 91 204 203 203 80 175. 203 94, 204 203 91, 187 187 95 91 91 93, 94 92, 93 91. 94 81 91 187 203. 204 174 175, 204 203 94 188 95 175, 203 70 94, 175 391 74 95 175 70, 94 94, 204 203 175, 204 , 203-204 Page Niles Cone — Return water ^^'^ Saltiness of water '^ Sands 89, 90, 91 Saturation 70, 80, 91 Seepage waters 94 Shortage of water 91, 94, 188 Source of supply 70, 91, 191, 192 Storage capacity 204 Test case in courts '0 Test wells should be sunk 7U Truck gardening 94 Views 92, 93, 203 Water contours 95 Water table 95, 204 Wells 177, 203, 204 Niles dam — Diagram '81 Flood flow 181 Views .-■_ 182, 183 Nine Mile Canyon, cost data on steel pipe siphons laid in 230-234 No limit to markets for California products 77 Normal flow. Coyote River 208, 209 Northern sources of water supply — Cost of pumping "57 Necessity for filtration 1 58 Objectionable harbor crossing 158 North Beach District- Manufacturing plants 21 1 Size of water mains 215 Views of 215 North Fork — Mokelumne River J 60a. 367 Stanislaus River 303 North Mountain — Location ' ' 7 Power station at 1 43 Norway, road in 14, 17, 18 Not necessary to build high dams at Eleanor or Cherry at first 104 Notices — Against pollution of reservoir waters 36, 38, 39 Appropriation of water, McCloud River 338. 339 Sanitary regulations, Boston reservoirs 36 No pumping, Freeman plan 1 42 No right to water until actual diversion and use 342 No water service, certain sections, San Francisco 213, 214 Non-absorption of Livermore gravels 87 Nurseries, Niles Cone 94 Oakdale Irrigation District — Area irrigated by 305 Canal 303 Diversion from Stanislaus River 303 Joint interest with South San Joaquin Irrigation Dls- trict 307 Tunnels 221, 223 Wages for common labor 251 Oakland — Additional quantity available for 97 Consumption per capita 79 Annexation of Berkeley 166 Apparently hostile to Greater San Francisco movement. 166 Aqueduct to from Hetch Hetchy 20 Branch aqueduct to 123, 124 City Council 1 62, 1 63 Draft on Niles Cone 175 Inadequacy of water supply of 162, 163 Increase of population 76 Necessity for a mountain supply 162, 163 Population 163 Present sources supplying 162, 1 73-1 78 Public sentiment in favor of a mountain supply 162, 163 Resolutions on Hetch Hetchy by City Council 161 Rights to Hetch Hetchy source 162, 163 xlii INDEX Oakland — Shrinkage of available supply for 94 Oakland Division, meters installed | 75 Oakland Merchants' Exchange, special committee of 80 Objections — To bay crossing for pipe 127 ] 58 32 1 To McCloud River project 33Q To open storage 1 5g Observations, rainfall. Sierra Nevada Mountains 302 Obsolescence, Spring Valley "Water Company 385 Obstructing flow, Coyote River, injunction against 207 Ocean slope creeks g^ Ocean Vievf District, San Francisco — Complaints of inadequate water supply 21 1, 217, 218 Views of .' 217! 218 Offer— By City to purchase Spring Valley Water Works 395-400 By Sierra Blue Lakes Water and Power Company to sell properties to City 365-370 By Spring Valley Water Company to sell properties to San Francisco 394 Of Doak to sell McCloud River rights to San Fran- <:'s<:o. 328, 329 Office furnishings, Hetch Hetchy camp 286 Officials, conferences with 70 Oifjord Lake, Norway, highway along 17, 18 Oil fuel, cheapness of 3| , 32 Old ditches, Mokelumne River region 365 Oleta ditch 37O Oliver Salt Works 204 Only sound engineering basis to begin by building Hetch Hetchy dam 144 Opalescence, McCloud River water 334 Open canals — Ehmmation of under Freeman plan 142 Feature of Grunsky plan 139, 140 Open channel connections, Hetch Hetchy project with Crystal Springs and San Andreas reservoirs 297 Open reservoirs — Disadvantages of 1 58 Within city limits 129 Operation costs — McCloud River project 330 Spring Valley Water Company 385 Operations, Sierra and San Francisco Power Company, equal- izing stream flow, Stanislaus River 305 Opinions, Supreme Court on use of percolating waters 205-210 Opportunities for San Francisco 77, 1 38 Optimistic estimates — Population 77 Spring Valley reserves for future growth 84 Underground water sources 200, 202 Order— Of presentation of City's case 7 Of Secretary of Interior 7 Of water supply de elopment 62-75 To show cause by Secretary of Interior 312 Ordinary proprieties sufficient for protection of water 36 Organic life, water — Destroyed by storage 37, 54 Eleanor Lake 36 Hetch Hetchy 36 Wachusett reservoir 36 Orient, awakening of 77 Origin, Livermore Valley refill 200 Oroville 347 Orphan asylum tunnel 251 Out-crops, gravel, Alameda Creek 198 Outflow — Cherry Valley reservoir 33 Eleanor reservoir 33 Hetch Hetchy reservoir 33 Livermore gravel deposits 196 Niles Cone 1 88 Pleasanton gravel deposits 1 96 Page Out-flush of Niles Canyon 94 Outlet — Alameda Creek gravels 197 Cherry Valley 25, 26 Eleanor Lake 23, 25, 27 Hetch Hetchy dam 10, 11, 13 Hetch Hetchy Valley 8, II Livermore Valley 201 Niles Cone 95 Outlying districts, San Francisco — Pipe mains supplying 212 Plan to secure adequate water supply for 211 Output of wells 1 76, 1 77 Outside sales of water. Spring Valley Water Company 385 Outside use — Of artesian waters 205 Of Coyote River waters 207, 208 Of Niles Cone water 1 75, 203 Over-estimates — By Mulholland on Alameda Creek yield 190 By Schussler on Alameda Creek yield 190 Of Alameda Creek yield 85, 97 Of undeveloped resources of water companies 69, 70 Overflow from wells 206, 207 Overflow dam, Early Intake 284 Overflow lands, San Joaquin River 266-268, 270 Overhead costs — Hetch Hetchy aqueduct 298, 300, 301 Hetch Hetchy project 160p, 160q Los Angeles aqueduct 239 Overpumping — Of ground waters, Brooklyn 70, 80 Of ground waters, Niles Cone 70, 80 Of wells 81 Overlying land owners, adjustment of disputes between 205 Owens River, intake on 1 28 Owens Valley 1 99, 202 Owners — Of land, legal rights to percolating waters 205 Of superimposed lands, rights of, superior to those of appropriators 208, 209 Ownership — Hetch Hetchy Valley 13 Of lands by City and County in Tuolumne region. .... 152 Reservoir sites, Stanislaus River 306 Riparian lands, gives no right to divert water out of watershed 341 Pacific Coast cities, phenomenal growth of 78 Pacific Gas and Electric Company 251, 365, 370 Pacific Valley I60a Packing costs — Hetch Hetchy aqueduct tunnels 246, 248, 249 Western Pacific Railroad tunnels 251 Painting costs — Dove Creek pipe line 230 Los Angeles aqueduct pipe 230, 232, 233 Portland aqueduct pipe 237 San Antonio pipe line 230 Palo Alto- City Council 1 63, 1 64 Daily consumption of water 164 Injurious effect on water supply of Spring Valley pumping 96 Population 164 Prospects for future growth of 123 Resolution by City Council on Hetch Hetchy 163, 164 Ultim_ate supply from Hetch Hetchy 164 Panama Canal — As affecting growth of San Francisco 144 Effecting reduction in freight rates 231 Opening of 77 Shipment of steel for Hetch Hetchy aqueduct via 231 Paper location, Mokelumne River project 367 Paradise for campers 59, 60 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Paramount right — Of land owner to underground water supply 208 To replenisKment of underground storage Niles Cone.. 97 Park Lane Tract, San Francisco, no mains for fire protection. . 219 Park purposes, use of Hetch Hetchy lands for 56 Parks. Hetch Hetchy region 59, 60 Park-Richmond Improvement Club, San Francisco, complaint of inadequate water supply 213 Park rules 54, 55 Parkside- — Hydrants found dry 219 View of 218 Partial emptiness of reservoirs 187 Pasadena, consumption per capita 79 Patented lands — Owned by National Park Electric Power Company. . . 292 Poopenaut Valley 61 , 292 Pathogenic germs — - Destruction through storage 348, 366 Die in storage reservoirs 32 Storage period necessary for destruction of 349 Patten, F. B., reservoir site, Stanislaus River, owned by 306 Patterson, Thos. J., reservoir sites, Stanislaus River, owned by. 306 Peat, corrosive action upon steel 319 Peaty soil 319 Pebbles— In gravel, varying size of 202 Resulting from attrition 202 Peninsula — - Alternate aqueduct on 294-298 Earthquake faults 32^ Ground waters 81 Hetch Hetchy supply to 21, 124, 125, 294-298 Pipe line 294 Reservoirs 388, 391 Sources of supply 87 Surface supplies from 61 System of Spring Valley Water Company 383 Tunnel on 1 23 Watersheds 391 Western slope sources 81 Peoples Water Company — Additional supply by 80, 175, 176 Boosters 1 77 Capacity 1 77 Circular on Hetch Hetchy water supply 160] Communities served by 63, I 77 Condemnation of 63 Consolidation of water companies into 177 Diversions from Niles Cone 203 Division of sources of supply 1 72, 1 76, I 77 Draft on sources 1 74 Expenditures by 1 77 Filter plants 1 77 Future yield 81 Greater water supply I 75, 1 76 Meters 177 Pipe lines 1 77 Present yield 81 . 82 Pressure zones 1 77 Pumping stations I 77 Purchase of . . 63 Rates received by 1 77 Reserves exaggerated 82 Reservoirs 1 77 Revenue 1 77 Service areas I 77 Services I 77 Sources of supply ] 72, 1 77 Statistics on I 77 Taxed to utmost to meet demands 173 Watershed areas of | 72 Yielding capacity 81, 82 Per capita consumption — East Bay region 1 74 Page Per capita consumption — Eastern cities 79 Oakland 79 Pacific Coast cities 79 San Francisco 79, 383 Per capita increase in use of water 79 Percentage — ■ Increase in population. San Francisco 77, 78 Metered services, Oakland division 1 76 Precipitation to run-off, Eleanor watershed 101 Precipitation to run-off, Hetch Hetchy watershed 101 Rainfall to run-off. Alameda Creek 88 Run-off lo rainfall 194, 195 Timbering of Hetch Hetchy tunnels 246-249 Percolating waters- Absolute right of landowner to abstract 209 Appropriation of 205 Common law rule on 205, 209 Conveyance of for distant use 205 Coyote River 206, 210 Decisions on dnersion of 97 Depletion of 209 Diversion of 97, 205 Doctrine of 205, 210 Injunction restraining diversion of 205 Interception of 205, 209 Interference with rights to 205 Niles Cone 94, 175, 186 Owners of artesian wells entitled to injunction lo restrain diversion of 205 Rights to 94, 186 San Francisco Bay 80 Santa Clara Valley 208 Use for irrigation 205 Period of storage, Alameda Creek gravels 196, 197 Permit? desired by city — For building roads 29 For reservoirs on public lands abo-.e Hetch Hetchy.... 28 To bore on national park lands 71 To take building materials from public lands 15, 22, 25 Pescadero Creek — Dam site 96 Gauglngs 96 Quantity available from 81 Smallness of supply 96 Petition for constitutional amendment on Greater San Fran- cisco 1 65 Pfieffer Springs and tunnels 1 77 Phenomenal growth of Pacific Coast cities 78 Philadelphia — Consumption per capita 79 Increase in population 76 Phoenix reservoir 305 Picnickers- Boston reservoirs 35 Exclusion of from catchment areas 35 Piedmont Springs 177 Pllarcitos dam 386-387 Pilarcitos pumplnc; station 390 Pllarcitos reservoir — Capacity 65 Construction of 386-387 Elevation 131 Storage capacity 131 Pilarcitos watershed, care at 61 Pinole Creek 1 76 Pinole reservoir 1 76 Pinole, supplied by Hercules Water Company 178 Pipe- Cost 279, 283, 291, 295 Crossings 321 -322 East bay region 1 77 Joints 232 Laying 123, 236-237, 269 Lining of 122. 237 Pitting of 229 xliv INDEX Page Pipe- Preservation from rust 21 Pipe lines — American-Cosumnes project 310 Bay head 1 23, 253 Carrying capacity of 21, 122 Crystal Springs 64, 294 Filtered water supply 324 Freeman plan of development 139-140 Grunsky plan of development 139-141 Hetch Hetchy, route of 20, 112-115 Injured by earthquake 127 Locations by Grunsky ' 1 08 Los Angeles aqueduct 227 Manson, plan of development 139-140 On peninsula 64, 295-296 Peoples Water Company I 77 Portland aqueduct 237 San Joaquin Valley 114-115, 122 Saving as against tunnels 297 Union Water Company I 77- 1 78 Pitting of steel pipe 229 Pitt River 196, 327, 340, 342 Pitt River crossing 332, 337 Pittsburgh aqueduct 229 Placerita Canyon 230-234 Placing costs — Bay head pipe 236 Los Angeles aqueduct 230, 231 -232 Plan— Early intake 282 Hetch Hetchy aqueduct location 112-117. 261 . 277 Hetch Hetchy dam 118. 285 Hetch Hetchy pipe location 271-275 Moccasin Creek crossing location 280 Poopenaut dam 293 Poopenaut reservoir site 292 Power house No. 2, Hetch Hetchy project 282 San Antonio dam 257 San Antonio reservoir 256 San Joaquin River crossing 266-268 Tesla tunnel 280 Plan of development — By Freeman 1 39 By Grunsky 138-144 By Manson 138-144 Differences between those of 1902 and 1912 140 Under Garfield permit 138 Plane, lowering of — Coyote Valley gravels 207 Niles Cone 82, 91, 94, 96, 175, 204 Plane of saturation — Fluctuation of '98 Lowering of "2 Niles Cone 70, 80, 91 Planes, vertical cleavage 276 Planning of future water supply '89 Plant, maintenance and repairs, Poopenaut dam 291 Plant transpiration, evaporation through 189 Plastering costs — Los Angeles aqueduct tunnels 224-225 Method of arriving at 2zD Playf air 304 Pleasanton — Rainfall '93 Swamp lands north of '"" Water used by "-" Yield above '86 Pleasanton ground waters 61 , DV Pleasanton Valley — Area of ,°? Borings 91 Development of water resources '^' Intensive farming ^^ Irrigation °^ Local use of water ' '/^ Porous beds °6 Pleasanton Valley — Topography of Torrential floods 1 88, Turbidity of streams through Underground storage in . . Water duty Pleasanton Valley gravels — Absorbing of floods Depletion of storage Depth of deposit Elevation of Pumping of Regulating Influence of Storage capacity of Tipping up of Pleasanton water Pleasanton wells 81, 97. Pleasure boats on reservoirs Pleasure of public, roads for Pliocene gravels 88, 110-11, 112-114, 221, 247, 259, Plows, use of Plugging up of gravel conduit Plumas County Plums — In Hetch Hetchy dam In Poopenaut dam Plymouth (Mass.), wrought iron street mams of Portola dam Portola reservoir Point of diversion — McCloud River Stanislaus River Police supervision against pollution Policing — Camp, Hetch Hetchy Watershed, McCloud River Political interests, effect on wages Polluted waters purified by storage Pollution — Chance, prevented by storage Defense against Feather River water Hetch Hetchv waters Lake Merced Precautions to prevent Protection from Sacramento River water San Joaquin River water Stanislaus River water Tuolumne River water Poopenaut camp Poopenaut dam 1 60r. 241 , Poopenaut dam site Poopenaut Meadows 58, Poopenaut reservoir 1 oOr, 241 , Poopenaut reservoir site Poopenaut Valley ..60-61, 160r, 241, Poor circulation, water service, San Francisco Pope Tract, San Francisco, no mains for fire protection Popular appreciation of Tuolumne source Populated catchment areas — Boston ■ Feather River McCloud River New York Stanislaus River Population — Bartels Bay region Chart Curves ■ ■ • ■ Density of Dockweiler, J. H., on East bay region Future, San Francisco Bay communities Greater San Francisco Increase in Page 86 190, 197 201 86 85 86 198 198 197 191, 190, 196 197 190 201 191, 390 49 15 260, 263 233-234 200 348 287 291 229 385, 389 383 341 305, 307 38 287 331 252 53 38 54 347-348 13 81 55 34 317 317 307 284 291 291, 293 291-292 60-61 291-293 291-292 291-293 216 219 72-73 53 347 335, 343 43, 53 303 335 312 78 76 77-78 312 173-174 77 76-77 78, 152 13, 303, xlv THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Population — Mavx, C. D., on 78 McCioud 335 Niles Cone region 391 Oakland 163 Palo Alto 164 Plumas County 348 San Francisco 76-77, 1 52 San Francisco district 312 San Jose 1 63 Populous communities, reservoirs m 35, 38 Pore space — Gravels, packing with silt ^'J^ Livermore Valley gravels 8o, 88, 201 Porosity^ Alameda Creek gravels 196-197 Livermore Valley gravels 259 Sunol Valley gravels 1 97, 259 Porous gravels — Alameda Creek 196-198 Arroyo Mocho 201 Arroyo Valle 201 Livermore Valley 86, 191, 201 Pa, ge Pleasanton Valley Porphyrite Portland (Ore.) — Aqueduct 1 38, Consumption per capita Forest reserve established by Mountain source owned by. 86 .111, 115-116, 225, 248-249, 276, 278, 283 237 79 147 147 Pipe lines on water supply 147, 237 Portulaca 4, 105 Possibilities of surface storage, Alameda Creek 88 Posting of notice confers no right to the water 342 Posting of notices at reservoirs as sanitary precaution. . 36 Postponement of order to show cause by Secretary of the In- terior 312 Potability — American River water 313 Cosumnes River water 313 Sacramento River water 317 San Joaquin River water 317 Potentialities for growth of San Francisco 77 Potrero Heights District, inadequate water supply and fire protection 220 Potrero Heights reservoir 131, 390 Potrero, manufacturing in 1 24 Potrero tunnel 251 , 296 Power — - Asset, value of 31 -32 Business prohibited to City by charter 31 Delivery 31 For construction I 1 9 Stimulus of 1 87 Power cotnpanies — Control of Yuba watershed 355 Liberation of water by 356 Power development — American-Cosumnes aqueduct 311 Cost small, Hetch Hetchy 31 Fall utilizable, Hetch Hetchy 29, 30-31 Feather River 100, 199 Freeman plan 141 From water released for priorities 61 Grunsky plan 140-141 Hetch Hetchy aqueduct 29-31, 61, 128 Horsepower produced 30-31 Los Angeles aqueduct 1 28 Manson plan 1 43 McCloud River project 327-328, 344 280 308 31 367 Yuba River 355-356 Moccasin Creek Stanislaus River project Subordmate to domestic water supply . Rich Gulch Power house. Angel's Creek . 305 Power houses, Hetch Hetchy project — At Cherry River mouth At Moccasin Creek Freeman plan Grunsky plan 1 ^9, Manson plan No. 1 4,29. 109, No. 2 4. 22, 30. 282, No. 3 Power plant, temporary Power possibilities^ American-Cosumnes aqueduct Hetch Hetchy aqueduct McCloud River Power stations, McCloud River project Power transmission lines Prattville, meteorological tests at Precautions to prevent pollution Precipitation — Alameda Creek watershed 193, Eleanor watershed Hetch Hetchy watershed High Sierras Mountain catchments exceed (hose at outlets of valleys. . Proportion to run-off Railroad Flat watershed Relation to run-off Precita Valley emergency pumps Preference for a mountain water supply Preliminary studies, scope of Premium rate, employers' liability insurance Preparation of foundations — Hetch Hetchy dam Poopenaut dam Present needs necessitate broadening of Garfield permit Present sources — Additional supply from East bay region Studies of Ultimate decrease in yield of Yield of Present supply — Increase in Quality of Preservation of water to lands overlying water bearing strata for reasonable use Presidio Heights tank 131, Pressure — Bay head pipe Fire hydrants, San Francisco 215, Flood waters, Coyote Creek Hetch Hetchy aqueduct tunnels Inadequacy for water service, San Francisco 206. 207, 213-214, San Bruno tunnel Storm waters, Santa Clara gravels Tanks, control in developing power Pressure tunnels — - Advantages of Alternative distribution aqueducts Discharge Hetch Hetchy aqueduct 120, 252, 255, 258. 259-260, 264-265, 276. 278-281, 283-284, 289, Interchangeabllity New York water supply Preference for by John R. Freeman Pressure zones. Peoples Water Company. Prevention of defilmg of water Priest's Hill Priest's Hotel Primary right of land owner to full flow of underground water. Prince, George T. — Estimate on Lake Chabot Report on irrigation requirements Principles of law, use of percolating waters 73, 160r 280 139-141 140-141 139 116-117 284, 286 30 73 311 29 336 328, 337 15, 31 100 55 194-195 101 101 99-100 105 100 366 98 131 69 71 298 287 291 140 97 173-178 82 81 80 69-70 61 209 212, 389 236 218-219 209 221 216-218 295 208 221 121 294 221 294-295 126 221 138 177 13, 34 242, 289 109 208 134 357 205-206 INDEX Page Priority — La Grange Water and Power Company 285 Modesto Irrigation District 285 Of appropriation, percolating waters 205 Turlock Irrigation District 285 Priorities — Alameda Creek 1 87 Allowance for 101-103 American River 312 Calaveras Creek 187 Cosumnes River 312 Could be released by meters 83 Mass curve diagram allowing 285 Modesto and Turlock Districts 21 , 33, 83, 358 Mokelumne River 366 Release of water for 33, 101, 104 Satisfaction of 101-104, 106-107 Stanislaus River 303-304-305 Tuolumne River 8, 285 Yuba River 355 Prior rights — American River 312 Bay Cities Water Company 187 Cosumnes River 312 McCloud River 341-342 Modesto and Turlock Districts 21 , 33, 83, 358 Mokelumne River 366 Pitt River 342 Sacramento River 342 Stanislaus River 303-304-305 To be supplied from Poopenaut reservoir 293 Tuolumne River 8. 285, 293 Yuba River 355 Privately owned lands — American River watershed 312-313 Cosumnes River watershed 312-313 Stanislaus River watershed 303 Private wells ._ 81, 174 Probable increase in population '/ Problems of water supply 80 Profile- City Pipe System '31 Flood levels, Alameda Creek 181, 184 Freeman plan of development 139 Grunsky plan of development 139 Hetch Hetchy aqueduct location 277 Manson plan of development '39 Niles Cone ^^ Niles dam '81 Run-off Tuolumne River 101-103 San Joaquin River crossing -6/ Stanislaus River project 3UV Sunol dam '°'' Profiles^ Alternative distribution aqueducts 'j-^ Hetch Hetchy aqueduct U7 San Miguel reservoir ooa inn Profit, contractor's, Hetch Hetchy project 987 Profit in commisary, Hetch Hetchy camp 287 Progress of work — Los Angeles aqueduct 2/D Portland aqueduct 23/ Progressive development — Boston ^ii Los Angeles ! ^^ New York \ii Seattle ' ^^ Progress of San Francisco retarded by inadequate water sup- ply f 20 Prolific supply from Niles Cone Property rights— Percolating waters ^^^ San Francisco ^ Propagation of germs, stored water 3/, 54 Proportion of run-off to precipitation ^ . ■ . 1 00 Proposal for purchase by San Francisco of the Spring Val- ley Water Works 395-400 Page Proposed general order of water supply development 62-75 Proposition of D. P. Doak to San Francisco 328-329 Protection — For City's lights 72 From pollution 13, 34, 38 54, 138 Of courts for rights to percolating water 205 Proximity — Mokelumne River 1 58-160 Stanislaus River 158-160 Tuolumne River 1 58- 1 60 Prudency of building — Arroyo Valle reservoir 190, 192 Calaveras reservoir 190, 192 San Antonio reservoir 190, 192 Public— Freely admitted to Boston reservoirs 36 Opinion adverse through court decisions on ground waters 1 76 Sentiment in favor of mountain supply for Oakland... 162 Spirit against defiling of water 47 Use of reservoir catchments 38-47, 51 Welfare, basis of City's action in securing water sup- ply 312 Public lands — Borings on 71 Taking of construction materials from 15, 22, 25 Public service corporations, east bay region 1 74, 1 76 Public water supply — Sacramento River water unsuitable for 317 San Joaquin River water unsuitable for 317 Pumping — American-Cosumnes project 311, 313 70, 80-81 142 353 187 91 86 308 86 Court decisions on Elimination of. Freeman plan Feather River project For Irrigation, Livermore Valley For irrigation, Niles Cone Pleasanton gravels Stanislaus River project Subterranean reservoir Pumping station — Alternative distribution aqueducts Hercules Water Company Rio Vista San Lorenzo Water Company Stanislaus River project V/est San Pablo Land and Water Company Pumping stations — Filtered water supply Peoples Water Company Sacramento River project 3iU-3zl San Joaquin River project 320-321 Pumps, equahzmg action of Purchase — ■ Of Cherry Creek lands and rights by City Of lands required for the various divisions of the Hetch Hetchy aqueduct Of public utilities by City Of rights of way for the several divisions of the Hetch Hetchy aqueduct 300-30! Of Spring Valley Water Works 62-63, 138, 395-400 Purification of water — By exposure to sunlight By sedimentation ^7 By storage 32, 36, 37, 42, 43, 48, 53, •"' Feather River project Sacramento River project San Joaquin River project Purifying power of sou Purity of wate 294 178 319 178 308 178 318 177 38 138 300-301 63 Alameda Creek American River Cosumnes River Hetch Hetchy . McCloud River Tuolumne River 38, 42 38, 42 54, 57 349 317 317 54 198 314 314 138 329, 330 53, 57 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Qualitative character of Livermore Valley gravels 200 Quality — Of roadbeds 13, 15 Of sub-strata rock 71 Quality of water^ — Alameda Creek 61, 194 American River 313 Cosumnes River 313 Eel River 346 Hetch Hetchy 1 38 Important factor in determining source 147, 151 Improved by storage 32 McCloud River 329 Mokulmne River 370 Pleasanlon ground waters 61 Sacramento River 317 San Joaqum River 317 Sprmg Valley 61 Stanislaus River 309 Sunol ground waters 61 Tuolumne River 53-57 Quantity of water available^ Daily under Freeman plan 139, 140 Daily under Grunsky plan 139, 140 From Bay Shore gravels 81 From ocean slope creeks 81 To San Francisco from American-Cosumnes source.... 311, 313 To San Francisco from Feather River 348 To San Francisco from McCloud River 328 To San Francisco from Stanislaus River 305, 306, 307 To San Francisco from Tuolumne River . . I OM 07, 361-363, 285 To San Francisco if priorities are restricted to maxi- mum that can be beneficially used 101-103 Quantity of water pumped from Niles Cone 203 Quantity of water required — By irrigationists, American-Cosumnes project 313, 314 By San Francisco, Marx on 78 For future needs 8| For intensive farming 80 For market gardening 80 Quantity of water that can be diverted from Tuolumne River by City without encroaching on prior rights 21 Quantities — Arroyo del Hambre reservoirs 349 Cherry Valley dam 289 Eleanor dam 289 Hetch Hetchy aqueduct tunnels 120 Hetch Hetchy dam 118, 285. 287, 288 Los Angeles aqueduct tunnels 224, 225 McCloud River project 326 Poopenaut dam 293 San Bruno tunnels 238 Oan Leandro dam enlargement ]35 Quicksand— Livermore Valley 89 90 Los Angeles aqueduct tunnels 225 Quigley Canyon, cost data on steel pipe siphons Iain in 230-234 Railroad — Cuts, unit costs 251 Lmes of 112-115 McCloud River watershed 335 Near shaft sites 265 On catchment areas 43 53 Rails on roads ]3 Rate for cement 24'? Rate paid for common labor 251 252 Rosasco to Hetch Hetchy 290 Stations on Sierra Railway 289 Temporary, for construction 74^ 286 290 Tunnels, unit costs 250 251 Within easy reach of working points, Hetch Hetchy aqueduct 289 Railroad Flat dam 160a Railroad Flat reservoir 160a, 367 368 Railroad Flat watershed 3^^ Rainfall— Alameda Creek watershed 175, 192, 194, 195, 196, American-Cosumnes watershed American River Calaveras damsite Chart by Schussler Cherry River watershed Contours Cosumnes River Coyote River watershed Curves Cycle of years of low Distribution of Diversity in Eleanor watershed Error of relying on long term averages Evaporation Hetch Hetchy watershed High Sierras Hog Ranch Lick Observatory Lines, of equal Livermore 87, 1 94, Livermore Valley Local, vagaries of Modesto and Turlock districts Mokelumne Hill Mokelumne River Mt. Hamilton 87, 193- Nevada City Niles Canyon Percentage to run-off 88, Pleasanton . Porlolacca . Railroad Flat watershed Records 99, 100, Relation to floods Relation to run-off 87, 100, San Antonio Valley San Francisco Shingle Springs Sierra Nevada Mountains Sonora Stanislaus River drainage basin Stations 192- Studies by Williams Sunol . Tables Tuolumne River Canyon Rain gauges — Clock recording High Sierras Rainwater, interception of Raising — Crystal Springs dam Crystal Springs upper dam Portola dam San Andreas dam San Leandro dam Raising of water level — Hetch Hetchy Valley Poopenaut Valley Ramsey dam Ramsey reservoir Rancheria Creek, storage on Rapid — Growth of San Francisco Response to rain, Livermore Valley Rise in flow after rainfall, Livermore Valley Rapidity of flow, Alameda Creek Rale— Employers' liability insurance Fixing. Oakland Of delivery, Hetch Hetchy aqueduct tunnels Of discharge, flood flow Of increase in population Of run-off, Calaveras watershed Page 197 ', 199 312-314 313 , 314 88 ., 193 197 105 197 313 , 314 206 199 188 190 , 193 193 99 , 105 197 195 99, , 105 99, 100 105 197 197 195, 197 193, 199 194, 195 358 302 366 195, 199 302 84 194-195 193 105 366 193, 195 87 105, 194 88 80 302 302 302 302 195, 302 197 193 199 284 193 99 140 252 388 385 387 135, 136 9 293 306 306 58 77 86, 87 197 298 177 121, 221 98 76 196 xlv INDEX rage Rate of flow — Alameda Creek ]9Q Coarse sands 201 Underground waters 1 9g Rating table — Cherry Creek 379 Eleanor Creek 377 Tuolumne River 373 Ratio — Geometric, growth of cities 77 Of mean monthly discharge. City catchments to La Grange 99 Of mountain run-off to valley rainfall 105 Of run-off to rainfall 99^ 1 00 Ravenswood — Range of tides at 254 Routes of filtered water supply 321, 323 Ravenswood wells 80 96 391-392 Raw water storage 320 Real value of Hetch Hetchy |5| Reasonable use of water — For irrigation 359 Preserved to lands overlying water bearing strata 209 Reclamation — Marsh lands 203, 204 Swamp lands 77 Recognition — Ban San Francisco of vested rights 312 Of priorities, mass curve on 285 Reconnaissance — By John R. Freeman 71 By W. C. Hammatt 290 By Horace Ropes 109-1 10, 221 Geological 1 09- 1 1 Hetch Hetchy tunnels 109, 110 San Joaquin Valley 108 Records — Alameda Creek discharge 82, 84, 188 Errors in by Spring Valley Water Co 84, 85 Rainfall 99, 1 00 Rainfall and run-off above Sunol 195 Run-off, Spring Valley Water Co 196 Water companies, not dependable as to yield 82 Recovery of water through pumpage 204 Recreation use of reservoir margins 38-45 Recurring heavy rains — Coyote River 207, 208 Santa Clara Valley 207, 208 Red Bank crossing, Mt. Shasta aqueduct 332 Red Bluff, power plant at 328 Red Mountain bar — Belt of serpentine 110 Elevation 1 08 Location 116 Roads near 281 Water level at 108 Reduction — Available supply, Pleasanton wells 191 Freight rates, through Panama Canal 231 Taxes 1 66 Redwood City — City Council 163 Interest in Hetch Hetchy 163 Redwood gatehouse, pipe line from 294 Redwood tunnel — Cost of 252, 253 Diameter 244 Length 244 Location 252 Unit costs 244, 246, 252, 253 Refill, Livermore Valley, composition of 201 Refilling depleted reservoirs 294 Refusal by Spring Valley — To extend mains 213. 214 To install larger mains 213-218 Regulation — Outflow, gravel, deposits, Livermore 196 Regulation — ■ Of outflow, gravel deposit., Pleasanton 196 Of run-off 186 Regulations- — Enforcing of 34 By superintendent of park 55 Formulating of 34 For sanitary control of water supply 34 Yosemite National Park 34, 54 Regulators, Stanislaus River reservoir sites 303 Reimbursement to San Francisco by D. P. Doak of moneys expended on Hetch Hetchy 328-329 Relation — Floods to rainfall 87 Precipitation to run-off 98 Rainfall to run-ofl^ 105 Run-off to rainfall 87, 194 Release of irrigation priorities — Actual less than theoretic 104 At Poopenaut reservoir 293 Below Moccasin Creek power-house 61, 101 From Hetch Hetchy reservoir 121 In Colorado 83 Measurement of 33 Reliability — Of discharge, McCloud River 330 Of estimates based on insufficient data 99 Of service, McCloud River project 331 Relief by courts to shortage of water for residents 188 Relief dam 306 Relief map — Lands and rights of Spring Valley Water Co 394 Tuolumne River 4 Relief reservoir 303. 305, 306 Remedy at law, injury to rights to percolating waters 205 Remoteness, McCloud River 331 Rents Spring Valley Water Co 385 Repairs — Hetch Hetchy camp 286, 287 Hetch Hetchy dam plant 288 Poopenaut dam plant 291 Poopenaut camp 291 To pipe, accessibility for 258 To submarine pipe lines 127 Replenishment — Artesian strata. Coyote Valley 209 Artesian strata, Santa Clara Valley 208, 209 By melting snows I 1 1 13 Cones 1 73 Hetch Hetchy reservoir I 1 , 13, 25 Niles Cone 91, 94, 204 Subterranean reservoir, Alameda Creek gravel 198 Wapama Falls by dam at Vernon Lake 58 Reports — American-Cosumnes project, by J. H. Dockweiler 311-314 Doctrine of percolating waters, by Percy V. Long 205-210 East Bay region, by J. H. Dockweiler 173-178 Eel River project, by C. E. Grunsky 345, 346 Feather River project, by C. E. Grunsky 347-354 Filtered water supply, by Allen Hazen 31 5-325 Metropolitan water district, San Francisco, by Percy V. Long 161-166 Modesto and Turlock Irrigation Districts, by J. H. Dockweiler 357-363 Mokelumne River project, by C. E. Grunsky 365-372 Niles Cone, by J. H. Dockweiler 203, 204 Quality of Tuolumne River water, by Allen Hazen... 53-57 Stanislaus River project, by C. E. Grunsky 303-309 Yuba River, by C. E. Grunsky. 355, 356 Requirements, Bay cities and communities 21, 357 Reservation — Of unappropriated Tuolumne River water for use of Bay cities ^^ To City of reservoir sites above Hetch Hetchy 28 ^^^"^l^rage 28, 68,126 Supply 58 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Reserves — Against accidents 65-68, 129, 134 Of Peoples Water Co. exaggerated 82 Of Spring Valley Water Co., exaggerated 82 Reservoirs — Boston 35-42 Camping upstream from 36 Covered for mountain supply 129 Depletion of 1 04 England 46-47 Enhance beauty cf landscapes 51 Fishing upstream from 36 Forbidding of bathing in 34 In Catskill Mountains 44, 145 In foothills 58 In metropolitan parks 38 In populous communities 35, 38 Modesto and Turlock Districts 83 Partial emptiness of 187 Pleasure boats on 49 Scotland 48-50 Tourist routes round 43, 46-51 Reservoir sites — Above Hetch Hetchy ._ . 28 Absence of on Sierra rivers 151 American-Cosumnes project 312, 314 Mokelumne River 1 60a, 366, 367 Necessity of on Sierra rivers 160k Owned by City 1 38 Stanislaus River 303-4, 306 Strawberry Creek 303, 304 Resistance to corrosion, steel pipe 229 Resolutions on Hetch Helchy— Berkeley City Council 161-162 Daly City Board of Trustees 164 Oakland City Council 162, 163 Palo Alto City Council 163, 164 San Jose City Council 1 63, 1 64 Resources of water companies overestimated 69, 70 Restrictions — Found needful by sanitary science 33 Sanitary, proposed by City 34 Retarding building up of San Francisco, by inadequate water supply 220 Retarding effect — Moss-hke growth in tunnels 221 Of eddies, etc 82 Of great conflagration 78 Return water 204, 357 Revenue — Peoples Water Co | 77 Spring Valley Water Co 385 Rich Gulch 366-369 Richmond District, San Francisco — Complaints of inadequate water supply 211, 213, 214 Inadequate fire protection 213, 214, 220 Inadequate water pressure 213, 214 Views of 213, 214 Richmond — Wells, yield from 1 72, 177 Richness, concrete, Hetch Hetchy dam 287 Right of owner to accustomed flood flow of stream paramount to appropriator's 208 Rights- Bay Cities Water Co 179, 187 Claimed by Doak 341 La Grange Water and Power Co 285 Modesto Irrigation District 285 Niles Cone 1 79 Owners of artesian wells 205, 208 Owners of superimposed lands 208 Spring Valley Water Co 384, 385 To percolating waters 94, 205 Turlock Irrigation District 285 United Properties Co 179 Page Rights of way — Desired by City 15, 22 Early intake 22 Filtered water supply 325 For roads 15 Hetch Hetchy aqueduct, divisions 72, 300, 301 Power house No. 2, Hetch Hetchy 22 Sacramento River project 325 San Joaquin River project 325 Securing of 72 Sierra Blue Lakes Water & Power Co 368-370 Spring Valley Water Co 394 Stanislaus River project 308 Rights, prior- American River 312 Bay Cities Water Co 187 Cosumnes River 312 McCloud River 341-342 Modesto and Turlock Districts 21, 33, 83, 358 Mokelumne River 366 Sacramento River 342 Stanislaus River 303, 304, 305 Tuolumne River 8, 285, 293 Yuba River 355 Rigidity, steel pipe 229 Rio Vista intake 319, 324 Rio Vista pipe line 324 Rio Vista pumping station 319, 324 Riparian rights — Alameda Creek 1 80 McCloud River 341 Owned by Spring Valley Water Co 384. 385, 394 Rise — Of ground water, irrigation districts 358 Of water table 357 Risk of typhoid 37 River crossings 320 River waters — Hardness of 316 Solids in 316 Treatment of 317 Riveted pipe — McCloud River project 337, 338 Mokelumne River project 369 Stanislaus River project 308 Riveting costs — Bay head pipe 236 Los Angeles pipe 230, 232 Portland aqueduct pipe 237 Roads — Around reservoirs 35, 51 Beds 13, 15 Building, Hetch Hetchy project 13, 15,240, 281,298 Built by D. P. Doak 339 Catchment areas 35-45 Chinese Camp to Groveland 289 Chinese Camp to Hog Ranch 289 Construction costs, Hetch Hetchy project 300, 301 Crystal Springs dam 388 Date for building 72 Difficulties in building 72 Early intake 282 Expenditures on 72 Grades of 72 Hetch Hetchy, scenic 1 0, II, 12 Hetch Hetchy, wagon 13, ]5 Into Tilltill Valley ] 5, 23, 290 Maintenance of 13 72 Moccasin to Big Creek 289 Near Red Mountain Bar 281 Near shaft sites 265 Norway (7 | g Open to public ]3 Poopenaut dam 293 Public lands for 1 5 29 Railroad rails on 13 1 INDEX Roads — Rights of way for Rosasco to Hetch Hetchy Routes of Surveys of To be constructed at City's expense To Lake Vernon Roberts, Mrs. G. C, complaint of inadequate water supply. Robinson's Valley Rock- Insolubility of Tunneling of Rock, character of — Elizabeth tunnel Los Angeles aqueduct tunnels Rock formation — Canyon tunnel Hetch Hetchy aqueduct Tesla tunnel Page Rocks Chabot line Decomposition of Jointing of Peninsula line To be encountered, Hetch Hetchy aqueduct Rolph, James, Jr., letter to Advisory Board Ropes, Horace — Charge of construction of Boston aqueduct tunnels Commendation for zeal in City's service Cost estimate. Hetch Hetchy project Reconnaissances by, Hetch Hetchy project 109, Studies for New York aqueducts Rosasco — Cost of cement delivered Railroad to Hetch Hetchy Road to Hetch Hetchy Station on Sierra Railway Rough and Ready Creek mouth, wood-stave pipe at Roughness — Co-efficients of Hetch Hetchy aqueduct tunnels Of finish, tunnels Roundout Creek Rule of common law, applicable to percolating waters Rules, Yosemite National Park Rulings, Supreme Court, use of percolating waters Run-off — Alameda Creek 91, 190, 194, American-Cosumnes project Arroyo Mocho Arroyo Valle Atmospheric moisture, effect on Calaveras damsite Calaveras watershed Cherry Creek Cherry Creek watershed 98, 99, 101- Data, lack of Eleanor Creek Eleanor watershed 98, 99,101- Falls Creek Feather River Hetch Hetchy watershed 98, 99, 101- Hog Ranch McCloud River Mokelumne River Nashua River Portolacca Railroad Flat watershed Records Regulation of Relation to precipitation Relation to rainfall 87, 88. 100, 105, 194- San Antonio Creek Streams tributary to Sacramento Valley Sunol watershed Temperature, effect on Tuolumne River 98,99, 101-103, 105, 15 290 13, , 15 72 13 23 216 307 53 71 223 224, 225 284 276 281, 283 124, 125 124 276 124, 125 111 5 221 160s 239-301 110, 221 221 242 290 290 289 260 221, 222 221 145 209 34, 54 205-210 195, 197 313 196 193, 196 194 193 196 380, 381 •103, 105 88 377-379 •103, 105 375, 376 348 103, 105 105 329 366 36 105 366 195, 196 186 98, 100 195, 197 193 329 196 194 374-376 Page Rural- Communities, growth in population of 78 Population, increase of 77 Russian River, water dropped into from Eel River 345 Rusting of steel pipes, preservation from 21 Ruslproofing steel pipe 229 Rust, resistance of 229 Sacks for cement, charge for 241, 242 Sacramento River — Adverse rights 342 Brackish water 317 Cities and towns on 317 Crossings 324, 327, 337 Dikes 77 Filtering water from 1 60g Flow 317, 340 Navigability of 317, 336, 340 Swamp lands 77 Tide flows 317 Water 56,57, 316,317 Sacramento River project — Bay crossing 320, 321 Capacity 315 Cost estimates 324, 325 Cost of operation 325 Crossings 320, 321, 322, 323 Disadvantages of 160g Filter plants 319, 320 Goat Island route 322 Intake position 315, 317 Livermore pass route 323 Oakland reservoir 320 Pipe line 319 Pumping stations 319, 320, 321 Ravenswood route 323 Raw water storage 320 Rights of way required for 325 San Pablo route 322 Steel pipe 320 Tunnels 320. 321 Sacramento Valley — Area of 329 Industries in 313 Irrigable lands 313 Irrigation requirements 329 Run-off, streams in 329 Sacramento Valley Irrigation Co 336, 340 Saddle reservoir 131 Safeguards — Against interruption, Boston water supply. . 38 Against shortage of water 64 In Calaveras reservoir 64 Safe supply — Alameda Creek 190 Peninsula reservoirs 388 Safety — Against accident, Freeman plan '. 144 Against earthquakes 126, 127 Of water 54 Salinity of water 315 Sale— Diversion of water for 266, 267 Of water. Coyote River, at distance 209 Sales of water. Spring Valley Water Co 385 Saltiness of water 70, 1 75 Salt Lake City, consumption per capita 79 Salt marshes — Bay head pipe 232, 234 Niles Cone 203 Salt River project tunnels 250 Salt water — Back flow of 80, 81 Distance extending up stream 314 Infiltration of 80 San Andreas dam 387 San Andreas fault 223, 253 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO San Andreas Junction San Andreas reservoir 65, 131, 294, San Andreas tunnel 246, San Andreas watershed, care of water at San Antonio Creek— Gaugings No dependable data as to discharge Run-off Valley Watershed . San Antonio dam — Cost . Effect on Niles Cone Elevation of Hydraulic fill Height Method of construction Plan of Prudence of building Roadway across Section of San Antonio damsite San Antonio pipe line San Antonio reservoir — Advisability of building 88, 94, 97, Area of Catchment area Cost of Elevations Evaporation . 84, Flow line Gravity flow of water from Lack of data on run-off from Levels Location of Plan of ][[[ Property of Spring Valley Water Co. at Storage capacity 67, Temperature San Antonio tunnel San Bruno sandstone 124, 125, 244, San Bruno tunnel 238, 246^ 249,' Sand — Cost Filtration From public lands for construction work Proportion in concrete Sand Flat San Diego, consumption per capita Sands — Coarse, rate of flow through Livermore Valley, voids in Niles Cone 89 Sandstones Ill, 225,246-249, 255, 258, 264^ Sandstone tunnels, Los Angeles aqueduct San Fernando reservoir San Francisco — Advantageous location of Area of Areas not supplied with Spring Valley water Building up retarded by inadequate water supply City distributing system 211, Climate Commercial center Consumption of water Density of population Distance across Factory population Fault lines in neighborhood of Future demands for water Future population Growth Harbor History of development of water supply Inadequate water supply Increase m population Page 297 297, 387 249, 297 61 193 88 193 88 186 259 81 257 257, 259 257. 259 257 257 68, 69 257 257 186, 257 230 190, 192 256 84 259 256 189, 199 256 122 88 256 112, 256 257 256 197, 256 84 246, 258 246, 252 295, 296 243, 288 34, 317 15, 22 287, 288 303, 306 79 20! 199 90, 91 265, 291 223 128 78 303 212 220 212, 384 79 77 79 78 321 77 321 78 78 76, 77 78 386-390 211-220 78 San Francisco- Lack of lawns and gardens Litigation with Spring Valley Water Co Location of Opportunities for Ownership in Hetch Hetchy Valley Percentage built up Population Quantity of water available for. . . .305, 31 1, 313, 314, Rainfall Service areas Service connections Topography Water supply problems Wells Zones 211, San Francisco Bay — Bridge across Communities on Crossings Depth of water Distance from shore to shore Tide range Tunnel under Francisco Bay cities Francisco Bay communities Francisco Bay municipalities Francisco Bay shore, wells on Francisco Cify Water Works Francisco District — Increases in population Population . Water supply, needs of Francisco Fire Department, reports on inadequate fire pro- tection . 211, Francisco Gas and Electric Co., rights on Mokelumne River . San Francisco Metropolitan Water District San Francisquito Creek Sanitary — Control Difficulties Necessity for filtration Precaution by storage 260, 309, Regulations 34, Restrictions 32-34, Safeguard through storage 260i 309, Safety through storage 260, 309, Safety of water Survey, Hetch Hetchy and Lake Eleanor San Gregono Creek San Joaquin — Aqueduct Irrigation district Pipe . 229, 230-236, San Joaquin pipe line — American-Cosumnes project Freeman plan Grunsky plan Hetch Hetchy project 229-231, 262, 263, Manson plan San Joaquin River — Bottom lands Brackish water Cities and towns on San San San San San San San San 79 393, , 394 383 138 13 383 78 328, 348 80 212 384 211, 383 80 383 212, 384 166 9, 76 127 127, 321 127 254 321 22, 71 77, 165 161 -165 82 385, 386 76, 312 312 80 218, 219 367 144 389 32 309 158 343, 350 36, 55 36, 54-55 343, 350 343, 350 54 53-55 81, 96 160h 305 269, 270 313 139-141 139, 141 269, 270 139 Crossings Dikes . . Elevations Formations Freshets . Line of flow Marsh lands Navigation Overflow lane Sloughs Tide flows . Water 270 317 317 114, 122, 266-268, 269, 270, 308, 324 77 266-268 Ill, 114, 115 269 114, 115 122 317 270 267, 268 317 316-317 .56, Hi INDEX Page San Joaquin River — Water levels 266-268 San Joaquin River project — Bay crossing 320, 321 Capacity 315 Chabot Lake route 322 Cost estimates 324, 325 Cost of operation 325 Filter plants 319 Livermore Pass route 323 Oakland reservoir 320 Pumping stations 319, 320, 321 Ravenswood route 323 San Joaquin Valley — Equalizing basin 265 Crossing 139, 141 Irrigation tracts 305 Levels 108, 261-263, 266-268 Pliocene formation 265 Railroads 23 1 Reconnaissance 1 08 Semi-arid surface 229 Shafts sunk in 265 Surge tank 265 Surveys by Grunsky 1 08 Topography 108,261-263, 266-268 San Jose — Branch aqueduct toward 123, 255 City Council 1 63 Location 163 Population 1 63 Resolution on Hetch Hetchy 163 San Leandro Cone — Agricultural needs of water 97 Area 174, 175 Draft on 173, 175 Location of ' ' 4 RepIenisKment of 1 73, 1 75 Source of supply '74 San Leandro Creek "7, I ! i San Leandro dam — • Cost of enlarging ' ^4 Enlargement of 67. 68, 134, 135, 136 Safety of 134 Views 66 San Leandro reservoir 1 34, 1 /Z, I // San Leandro reservoir, upper 1 76 San Lorenzo Cone — Area 174-175 Draft on '73 Location of ' ' ^ Replenishment of ' '^ Source of supply ' '^ San Lorenzo Creek siphon 291 San Lorenzo Water Company 1 '4, 1 7o, 2u3 San Mateo '23, 164 San Mateo County 76, 78, 163 San Mateo Creek 294 San Mateo tunnel '2' San Mateo Waterworks 385, 388 San Miguel dam '29, 297 San Miguel dam site '32 San Miguel-Millbrae Division 240, 295-296-297, 301 San Miguel reservoir — Area covered by water surface '2i Delivery of Hetch Hetchy water to 294 Diagram ■ • • Elevation % un'\ll Flow line 129-130. 33 Gravity flow from Hetch Hetchy '29 Location of 63, 29 Storage capacity^ '.'.'.'.'.'. 62, 129, '31-132 Survey 29 Views '30. '33 San Miguel reservoir site ^^^ San Miguel tunnel San Pablo Cone — Area Draft on Example of Location of Lowermg of water table Replenishment of Source of supply Wells San Pablo Creek San Pablo route, filtered water supply 318, San Pablo reservoir San Pablo wells 1 72, San Ramon Valley Santa Ana Canal tunnels Santa Clara County Santa Clara Valley- Area of irrigable lands Artesian waters Communities in Crossed by bay head pipe Depletion of artesian strata Depth of irrigation Draft on Duty of water Formation of Gorges Gravels 207- Increase in population Landowners' demands Percolation of water into underlying strata Recurring heavy rains Replenishment of artesian strata Subterranean channels underlying Wells Santa Fe Railroad Santa Margarita sandstones 111-114, 124-125, 247, 249, 258, 259, 260, 264 Satisfaction of priorities — American-Cosumnes project Tuolumne River project Saturation — Fluctuation of plane of Livermore gravels Plane of, Niles Cone Sunol gravels With percolating water Saugus Division, Los Angeles aqueduct 128, Sausalito Water and Steam Tug Company Saving — Deferred construction Moccasin Peak tunnel Hetch Hetch aqueduct Millbrae-San Mateo Division San Miguel-Mlllbrae Division Stanislaus River project, by reduction in tunnel capacities.... Steel pipe, through cement lining Scant run-off Scenery, Hetch Hetchy Valley 6, 10, 12, 15-17, 19, Scenic road, Hetch Hetchy — Arcades on Branch to Tilllill Valley Cost of Grades on Length of Map showing Route of Time of building Type of construction Views Schell ditch School census, San Francisco Schussler, H. — Additional supply Affidavits of Criticism of his Alameda Creek yield estimates. .. .84, Development of underground storage, Livermore Valley. Page 246, 249 174 173, 173 175 175 176 174 176 175 174 176-177 176 322-323 176 176-177 201 250 78 392 206 76 253 209 78 209 392 207 206-207 210, 253 209 208 208 207-208 208-209 207 208-209 176 265, 291 312 285 198 259 70, 80 259 205 224, 227 385 260 127 297 297 308 229 91 57, 148 18 290 290 15 241, 290 11 11 74 19 10, 12 307 77 68 192 180-201 86 , 88 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Schussler, H. — Durability of his wroughl Iron pipe 122 Floods, Niles Cone 83 Gaugings, Niles Canyon 83 Increase in population 76, 78 Isohyetal lines 197 Monographs by 1 92 Rainfall charts 1 97 Scoharie Creek I 45 Scope of preliminary studies 71 Scotland, reservoirs in 48-50 Scowden, report on Calaveras 388 Scrapers, use of 233-234 Screenhouse, Early Intake 284 Screening of surface waters 61 Screens — Cherry Valley reservoir 289 Early Intake 282, 284 Eleanor reservoir 289 Sea level, fall of ground water below 70, 176 Searsville — Dam 385 Reservoir 385, 389 Seasonal — Distribution of rainfall, Livermore Valley 201 Rainfall, Sierra Nevada Mountains 302 Variation, Sacramento River water 317 Variation, San Joaquin River water 317 Season, working, Hetch Hetchy region 73-74 Seattle — Mountain source owned by 1 38, 1 47 Progressive development 1 53 Sanitary restrictions 33 Sea water spoiling wells ! 76 Secondary uses of water 21 Second Garotte, shaft at 284 Secretary of Interior — - Interview with 7 Order to show cause 7, 312 Section corners hard to locate 108 Sections — Alameda Creek floods 87 Alternative distribution aqueducts 125 Cherry Valley 8 Crystal Springs by-pass 238 Dam sites 8 East bay region sources of supply ] 72 Eleanor Valley 8 Hetch Hetchy aqueduct 112-117 Hetch Hetchy aqueduct tunnels 120 Hetch Hetchy dam 1 18, 285 Hetch Hetchy Valley 8, 1 46 Livermore Valley wells 89 Moccasin Creek power station 280 Niles dam )81 Poopenaut dam 293 San Antonio dam 257 San Bruno tunnel 238 San Leandro dam enlargement 135 Sunol dam ] 84 Sedimentary rocks 255, 259, 264 Sedimentation — Purification by 38 Stanislaus River water 309 Seepage— Alameda Creek 199-200 Merced Lake 1 26 Modesto and Turlock Irrigation Districts 358 Niles Cone 94 San Joaquin Valley tunnels 265 Seismicity, region of 110 Semi-arid lands — Great stretches of 209 Necessity of water for 80 San Joaquin Valley 229 Water supplies in 1 79 Sentiment strong in favor of Greater San Francisco movement. Septic tanks Serpentine formation .... 1 I 1 , 116, 124-125, 247-249, 259, 264, Service areas- — Peoples Water Company San Francisco Services — Hay ward Hercules Water Company Oakland Division Peoples Water Company San Lorenzo Water Company Spring Valley Water Company Union Water Company Service zones, San Francisco Servitude, establishing of Settlement of ground, strain due to Sewage pollution — - Sacramento River water San Joaquin River water Sewerage — Appliances, installation of Disposal, Hetch Hetchy camp Regulation of Sewer System, McCloud Sewer system on catchment areas Shafts 251-252, 255, 259-269, 265, 269,283-284, 289. Shaft sites Shallow flowage Shasta National Forest Reserve Sheet steel pipe, east bay region Shepard Canyon, yield Shift bosses' wages Shifts worked, Los Angeles aqueduct tunnels Sherman Island Shmgle Springs, rainfall Shipping — - Canned fruits and asparagus Los Angeles pipe Steel for Hetch Hetchy pipe, via Panama Canal Shop buildings, Hetch Hetchy Shores, Hetch Hetchy reservoir Shortage of water — - Disaster consequent upon Niles Cone 91, San Francisco 64, Shortage, storage capacity, Tuolumne River reservoir sites. . . . Shoshone dam Shrinkaoe — In flow, Alameda Creek Of available supply of Oakland Sidings, railroad, Rosasco to Hetch Hetchy Sierra and San Francisco Power Company 304 Sierra Blue Lakes Water and Power Company I60b-160d Sierra Club excursion to Hetch Hetchy Sierra Nevada region — Haulage rates in Necessity of storage reservoirs Rainfall Sierra Point tunnel Sierra Railroad 1 ' 5- Signboards cautioning against pollution of reservoirs. .. .36, 38, Silt— Clogging of gravel conduit Deposited over gravel Detention in natural filter Siltmg — Of gravels Of San Leandro reservoir Silver I ake Silver Valley Silver Valley dam Silver Valley reservoir Sinking of waters — In Coyote River Into Alameda Creek gravels F 'age 166 34 279 , 291 177 212 178 177 176 177 178 384 177-178 211 -212 34 229 317 317 34 286 55 335 43, 54 291, 297 260, 265 304, 307 331, 336 177 177 223 223 319 302 77 230 231 287 13 188 94 188 211 -220 58 119 86, 198 94 290 :-305-306 365-370 60 242 160k 302 251 116. 289 39 41 200 88 200 191 65, 134 310 304 306 304-306 206 196 li^ INDEX Page Sinking of walers — Into Arroyo Mocho gravels 1 99-200 Into Arroyo Valle gravels 199, 201 Into Coyote Valley gravels 207 Into Santa Clara Valley gravels 207-208 Siphon joints 232 Siphons — Alameda Creek 258, 291 Bear Gulch 139| |4] Dry Creek tunnel 278 Freeman plan 1 39- 1 40 Grunsky plan 1 39_ [ 4 \ Hetch Hetchy aqueduct 21. 121, 128 Los Angeles aqueduct 128, 139, 230-234 Moccasin Creek 1 39, 141 New York aqueduct 122, 229^ 232 San Lorenzo Creek 291 Six Mile Bar \ 307 Sizes of water mains, San Francisco 213-217 Skaneateles, Lake 53 Sketch- Castro Valley dike 136 San Leandro dam enlargement 135-136 Slope — Of tunnels, Hetch Hetchy aqueduct 121 Of water table 94 Sloughs — Bay head pipe 253 San Joaquin River 267-268 Small increase in future yield from present sources 81 Smith Creek 96. 1 87 Smith's Peak 15, 59-60 Snowfall — Cherry Creek watershed 99 Eleanor Creek watershed 28, 99 Hetch Hetchy watershed 24, 99 High Sierras 99-100 Measurement of 101 Railroad Flat watershed 366 Snow Mountain Water and Power Company 345 Snows, melting of — Dates of 98 Cherry Creek watershed 105 Eleanor watershed 105 Hetch Hetchy watershed 1 05 Replenishment by 11, 13 Snow Valley dam 1 60a Snow Valley reservoir 160a Soaking in of waters, Pleasanlon Valley 86 Softness of water — American River 1 53 Hetch Hetchy 56. 69, 138, 153 Mokelumne River 1 53 Sacramento Rive*' 317 Stanislaus River 1 53 Tuolumne River 151, 1 53 Whipple on 1 53 Softness, steel pipe, San Joaquin Valley 229 Soil- Conditions, Modesto and Turlock Districts 358 Depth of cover, High Sierras 100 Purifying power of 54 Studies by J. C Branner Ml. 124-125 Survey, Livermore area 85 Soils — Encountered on Chabot and peninsula lines 124 Encountered on line of Hetch Hetchy aqueduct 110-111 Livermore Valley 89-90 Soledad Canyon 230-234 Solids in river waters 316 Solution of water problem — Los Angeles 80, 1 38 New York 138 San Francisco 80 Sommersville, water supply of 305 Sonora — Rainfall 302 Page Sonora — Supplied by Phoenix reservoir 305 Soulsbyville, water supply of 304 Sources of supply — Abandonment of 80 Bay shore ground waters 91 Boston 36 Comparison of 1 56- 1 57 Investigations 70 Local 71 Niles Cone 70, 91, 191-192 Peninsula 81 Peoples Water Company 1 72, 1 77 Present yield of 80 Spring Valley Water Company 383 Union Water Company 1 77 Western slope of peninsula 81 South Fork— Mokelumne River 366-367 Stanislaus River 303-304, South Fork, Tuolumne River — Canyon crossing Elevation at mouth Power station at Water level at mouth South of Army Street Improvement Association, complaint on inadequate water supply South San Francisco District, no mams for fire protection.... South San Joaquin Irrigation District 223, 276, 303, Southern Alabama Street and Vicinity Improvement Club, complamt on inadequacy of water supply Southern Pacific Company — Bay shore tunnels Contract prices for mountain work Rate paid for common labor Sierra tunnels South Yuba River, gaugings Spauldmg Lake, dam at Specification — Steel pipe. Feather River project Steel pipe, Los Angeles aqueduct Speculative nature of D. P. Doak's proposition 306 283 109 143 109 216 220 307 216 251 251 252 250 101 119 350 230 342 286 Speed of construction, Canyon tunnel. Spill crest — Cherry Valley dam Early Intake dam Eleanor dam Hetch Hetchy dam Poopenaut dam Spillway — Hetch Hetchy dam Poopenaut dam San Antonio dam Spot Pond reservoir 36, Springfield aqueduct Spring Valley Water Company — Additional supply 80, 83, 94, Alameda Creek system 383, Areas of lands owned by 385, 39.- Borings by 188-189 Calaveras purchase 385, 388 Capitalization .... City distributing reservoirs 131, City distributing system not essential to HetcK HetcKy project . City pipe system 131, Companies acquired by. Condemnation of Courtesy of Data furnished by Date of incorcoration. . Delivery conduits 383-384 Depreciation ^^^ Disbursements 385 Diversions from Alameda Creek 1 75, 204 Errors in records 84-85, 180 Extensions of mains 213-218 26 285 27 288 291 285 293 285 147 229 97 383 385 384 62 384 385 62 8! 81 385 Iv THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Spring Valley Waler Company^ — Franchises 393 Friction joints 232 Gauglngs by 83-84, 1 86 Inadequacy of mains 2l I Inadequacy of supply 211 -220 Income 385 Increase in supply 69-70 Lands owned by 96, 186, 256. 384-385, 394 Litigation over diversions 91 Litigation with City 393-394 Litigation with Clough 85, 94 Mains supplying outlying districts 212 Meters 384 Monoply held by 384 Negotiations for purchase 62-63, 144, 394-400 Niles Cone, drafts on 80, 91 Operation expenses 385 Outside sales of water 385 Partial ownership of watershed lands 391 Peninsula system 383 Protection of catchment areas 138 Pumping plants 131, 384 Purchase of San Mateo Water Works 388 Purchases to prevent competition 384 Records 84-85, 189, 198 Rents 385 Reserves exaggerated 82 Reservoirs 383, 387-390 Revenue 385 Rights of way 384-385 Riparian rights 384-385 Run-off 196 Sales of water 385 Service connections 384 Sources of supply 383. 391 -392 Subsidiary companies 385 Taxes 385 Transfer from Spring Valley Water Works 385 Undeveloped resources 197 Valuation of properties 394 Water 61-62, 67, 138, 317 Watersheds 138, 391-392 Yielding capacity 81 Squaw Creek 334 St. Louis, consumption per capita 79 Stairway, Hetch Hetchy dam 118 Standard Canal 365 Standard Oil Company, wells of 176 Standard screw pipe, east bay region 177 Standing water purifies itself 32 Stanford Heights, no mains for fire protection 219 Stanislaus and San Joaquin Water Company 307 Stanislaus National Forest Reserve 303 Stanislaus River — Availability of 303 Diversion point 305 Flow 303, 305, 307 Inadequacy of supply 303 Irrigation requirements 305. 307 Log dams 304 Middle Fork 303. 306 North Fork 303-306 Pollution dangers 303-304, 307 Priorities 303-305 Quantltv of water available for City 305. 307 Rainfall 302 Reservoir sites 303-304. 307 Source of 303 South Fork 303-304. 306 Surplus waters 307 Water 309 Watershed .^ 302-303, 305. 306 Water used in Tuolumne drainage basin 304-305 Stanislaus River project — Auxiliary supply 303, 308 Steel Stanislaus River project — Bay crossing Capacity Comparison with Tuolumne Cost of Disadvantages of Power development Pumping stations Report by C. E. Grunsky Riveted pipe Saving by reducing tunnel capacities Storage reservoir Submerged pipe Trestles Tunnels State Constitution, amendments to State Engineering Department — Discharge. Mokelumne River Flow, Stanislaus River Price paid for cement State Harbor Board, price paid for cement Statistics, Peoples Water Company Steel— Corrosive action of peat upon Cost of, Los Angeles aqueduct Manufacturers, inquiries of Protection against rust Specification, Los Angeles pipe pipe— Alameda Creek Valley crossing Adoption of cheapest structural methods through Bay head crossing Bursting pressure Coating with cement Cheaper than wrought iron Concrete lining Corrosion Cost Cradles for Dry Creek crossing Durability Feather River project GuadaluDe Valley Hetch Hetchy aqueduct 20, 74. 112- Lining with concrete Los Angeles aqueduct Maximum efficiency Method of construction Millbrae Dumping station Mission Pass tunnel Mokelumne River project 368-369. New York aqueduct Pitting Pittsburgh aqueduct Portland aqueduct Potrero tunnel Power develoDment projects Preservation from rusting of Prevention of flattening Protection of exterior Rigidity Rustproofing Sacramento Ri^-er propect San Bruno tunnel San Toaquin River project San foaouin Valley 122, 229. 262-263, 267-268, South Fork Canvon crossing Sprinnfield aqueduct Stanislaus River project Stronger than wrought iron Tuberculation Visitacion Valley Withstanding of rust Steel pipe lines Steel siphons — Alameda Creek Valley . Page 308 308 158-160 308 308-309 305, 308 308 303-309 308 308 309 308 308 308 165 365 307 241 241 177 319 231 231 229 230 258 229 253 229 229 229 229 229 231 229 278 122 350-351 296 115. 231 21. 229 229 229 229 296 255 371-372 229 229 229 237 296 229 21 229 229-230 229 229 320 295 320 269-270 283 229 308 229 229 296 229 155 258 229 IvJ INDEX Page Steel siphons- New York water supply 229 Hetch Hetchy aqueduct 264 Los Angeles aqueduct 230-234 Steep gradient lessens cost of Hetch Helchy aqueduct 155 Stillwater Creek Valley 333 Stimulus of cheap electric power Ig7 Stipulations, Garfield permit ] 49. ] 50 Stock, capital, Spring Valley Water Company 385 Stock-raismg, Feather River watershed 347 Stone — Cost of 243, 288 Hetch Hetchy dam 287-288 Proportion of in concrete 287-288 Stoney Creek 32g Storage — Alameda Creek gravels 188, 196-197 Destroys organisms and impurities 32, 36-38, 53-54, 348 Feather River project 349 In foothills 58, 307 Mokelumne River 366-367 Niles Cone 7O Pleasanton Valley gravels 198 Poopenaut Meadow 58 Possibilities 303-304, 366-367 Purifies water 32, 36-38, 53-54, 348-349 Rancheria Creek 58 Reserves for bay region 68, 383 Reservoirs 20,28, 127, 131, 147, 172-173, 177, 187, 303-304,367-308, 366 Stanislaus River 303-304, 307 Vernon Lake 58 Storage capacity — (See "Capacity") Storm waters — Coyote River 206-209 208 61 Sludii Santa Clara Valley Straining bugs and algae from surface waters. . . . Strata — Dip of Livermore Valley refill Stratification, Livermore Valley Stratum of gravel underlying Santa Clara Valley Strawberry — Creek Dam 304, 306 Farm, near Niles 92-93 Reservoir 304, 306 Stream flow — Diminution in Feather River Fluctuations in Intercepting of Stanislaus River, equalization of Tapping of Streams, drying up of Streets, San Ffancisco, with no mains for fire protection 219-220 Strength, steel pipe 229 Stronachlagher Hotel 49 Structural steel work, cost of painting 233 Structures, Hetch Hetchy project — Alternative distribution aqueducts 294 Antonio- Valle Division 259-260 Calaveras- Antonio Division 258-259 Canyon Division 284, 286 Crystal Springs- Irvington Division 252-254 Eleanor-Cherry Division 289 Hetch Hetchy Division 286-288 Irvington-Calaveras Division 254-255, 258 Irvington-Chabot Division 291 Millbrae-San Mateo Division 297 Not injured by earthquakes 126-127 Poopenaut Division 291 San Miguel-Millbrae Division 295-296 Valle-Moccasin Division 260-281 110 200 89-90 206 304 205 348 188 205 305 205 209 By C. D. Marx.... Hetch Hetchy aquedu Moccasin Creek crossing location . Poopenaut dam Preliminary scope of Present sources of supply. Roads 78 :t location 262-263, 271-275 280 293 71 81-82 72 crossing 266-268 77 77 21 311 311 357 San Joaquin Rii Subdivision — Movement towards Of great individual land holdings Of water among the different communities Sub-irngated lands — American River Cosumnes River Modesto and Turlock Districts Submerged pipe — Alameda pipe line 383, 389 Bay head crossing 253 Dumbarton Straits 1 23 Hetch Hetchy aqueduct 20 Laying of 123 McCloud River project 328, 337-338 Ml. Shasta aqueduct , 328 Newark Slough 253 Repairs to 127 Sacramento River project 321-322 San Joaquin River crossing 114, 122, 269-270 San Joaquin River project 321 -322 Stanislaus River project 308 Subsidiary companies. Spring Valley Water Company 385 Sub-strata — Limitations of 1 92 Of rock in tunnels 71 Subsurface flow — Coyote River 206, 208-209 Coyote Valley gravels 207 Subterranean channels underlying Santa Clara Valley 207 Subterranean reservoir — Alameda Creek gravels 198 Availability uncertain Intake to Livermore Valley gravels Montana Pleasanton Valley gravels 86, Rate of giving up of water 201 Sunol gravels Texas 1 98 Uncertainty of extent 1 88 Suburban communities, growth of 78 Sudbury reservoir 42, 53 Sudden floods, Alameda Creek 87 Suffering from inadequate water supply, San Francisco 21 1-220 Suisun — Cement works 242 Marshes, reclamation of 328 Point reservoir 328 Summer flow— - Alameda Creek 86 Feather River 347 Summer population, McCloud River 331, 335 Summit tunnels, yield 1 77 Sunlight. exDOsure to; purification by 38 Sunnyside District- Inadequacy of water supply 220 No mains for fire protection 219 Sunol— Discharge at 1 98 Filters 197, 201,383 Ground waters 61 Rainfall 193, 195 Run-off 195-196, 198 Water 201 Watershed 196 Sunol dam — Area tributary to 196 Ivii THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Sunol dam- Section 1 84 Views 184-185 Waste over 1 93 Sunol gravels- Area of 197 Beds 389 Botlom of 197 Dip In 259 Draining of 86 Erosion 259 Priority 197, 259 Saturation 259 Yielding capacity 81 Sunol Valley — Area of 1 86 Gravels 197, 259 Turbidity of streams through 201 Yield of 186 Sunset District- Inadequate water supply 211, 218 View 218 Sunset reservoir 131 Superimposed lands, rights of owners of, superior lo those of appropriators 208-209 Superintendent of Park, regulations by 55 Superiority, underground waters for irrigation 209 Supervision, catchment areas, Upper Tuolumne River.. 13, 36, 38, 55 Supervisors, Board of — Complaints of inadequate water service 213-218 Conferences with 70 Supreme Court decisions — ■ On ground waters 97, 1 75 On use of percolating waters 205-210 Surface- Areas, San Joaquin pipe 233 Exposure, Alameda Creek gravels 197 Flow, Alameda Creek 1 88 Of roads 15 East bay region 1 73 Surface waters — Consumption of, bay region 312 East bay region 1 72, I 76- 1 77 Peninsula 61 Screening of 61 Surge — Pipe, San Joaquin siphon 276 Shafts 29-30 Surge tanks — Basis of estimates on 251 Power house No. 2 284, 286 San Joaquin Valley 265 Surplus capacity — Hetch Hetchy aqueduct 21, 34 Los Angeles aqueduct 2! Manson plan 1 43- 1 44 Surplus flood waters — From Hetch b^etchy. conserving at Poopenaut Valley. . 291 Tuolumne River 58 Surplus flow — Available for irrigation 21, 34, 124 Calaveras Creek 97 Coyote River 209 La Grange 101-103 Mokelumne River 365 Stanislaus River 307 Tuolumne River 81. 101-103 Surveys — Additional, after favorable decision from Washington . . 1 60t Alameda Creek watershed 1 88 By D. P. Doak on McCloud River project 333 By C. E. Grunsky 108 By Wm. Ham Hall 108 By W. C. Hammatt 109 By Sierra Blue Lakes Water and Power Company. . . . 370 For Early Intake 109 For perfecting details of plans 71 Surveys — For power house No. 1 For power house sites For roads Hetch Hetchy, time advisable lo begin In 1901 in 1902 In 1912 McCloud River project Past, reasons why so crude San Miguel reservoir Slow progress of Time for beginning Tuolumne River supply Sutkamp. A. P.. complaint of inadequate water supply Sutro Heights Improvement Club, complaint of inadequate water service Swamp lands — Fertility of Hetch Hetchy Valley Owens Valley Pleasanton Reclamation of Sacramento River San Joaquin River 77, Yolo Basin Sv/amps formed by excessive irrigation Swanitz, H. W., survey of Poopenaut Valley Swelling ground Synclines Table Mountain tunnel Tailrace Tapping of stream flow Taxation, municipal water districts Taxes^- Reduction of Spring Valley Water Company Taylor, Col Telephone lines, Hetch Hetchy project 13, Temescal reservoir Temperature — Arroyo Valle reservoir Calaveras reservoir Eff^ect on evaporation Effect on growths Effect on run-off Fall of High altitudes Livermore Valley Modesto and Turlock Districts Owens Valley Recording of San Antonio reservoir Wachuselt reservoir Temporary- — - Branch works to utilize Calaveras storage Buildings, Hetch Hetchy Buildings, Poopenaut camp Dam, Cherry Valley Dam, Eleanor Lake 23, Dam. Hetch Hetchy Dam, Poopenaut Valley Diversion dam Power for construction Power plant Railroad for construction Works at Hetch Hetchy dam Terminal works, Irvington — Gatehouse 20, 1 23, Reservoir mines 110, Tesla Tesl esia raiiroai Iroad .110, Tesla tunnel — Cost of Diameter 244, 247, 260, Difficulties in construction rage 109 108 72 179 108 108 108 343 72 129-132 72 75, 1 79 70 218 214 77 56 199 199 77 77 266-268 317 358 292-293 228 110 350 29 205 171 166 385 7 15, 286 172, 177 100 304 194 100 199 199 358 199 100 84 36 255, 258 286 291 25-26 25, 27 73 291 22 73 73 74, 290 287 252-253 252 221, 228 113-114 265, 269 264, 281 283 INDEX Tesla tunnel — Formations 244 247 Length Plans ■■■■■■■■■■............. Unit costs 244, 247, 265, Test- Case in courts, Niles Cone ground waters Pits, Hetch Helchy project 70 Wells, Brooklyn, N. Y. . . . Wells, Niles Cone Wells, Santa Clara Valley '.'.'.'.'.'.'.'.'.'.'.'. Testing — - Joints, Hetch Hetchy pipe Of altitude Texas, subterranean storage Thirlmere Lake 46-47 Thorns Creek Three-Mile Slough Tides — Carquinez Straits Ravenswood Sacramento River San Joaquin River Tilltill Valley— Branch road to 15 Location of View of Timbered areas — Feather River watershed McCloud River watershed Timber from public lands for construction work Timbering — Cosu 224-225 Elizabeth tunnel Hetch Hetchy aqueduct tunnels 71, 120, 244-249, 252-253, 255, 258, 260. 265, 278 283, 286, 297 Irvington gatehouse Klamath project tunnels Los Angeles aqueduct tunnels Orphan asylum tunnel Potrero tunnel Shafts 265, Southern Pacific Railroad tunnels Western Pacific Railroad tunnels Time required for construction work, Hetch Hetchy project.. . Time to begin — Borings Calaveras reservoir construction Further investigations Hetch Hetchy aqueduct Scenic road Sinking of test pits Surveys Tipping up of gravels Titicus reservoir Title- Desired by City to ground beneath scenic road McCloud River water rights To dam site, floor and shores, Hetch Hetchy Valley. . To land near Early Intake To lands, Hetch Hetchy, desired by City Todd, J. C, rain gauging, Lake Eleanor Tomatoes, irrigation of Topographical maps — Alameda Creek bed San Joaquin Valley U. S. Geological Survey Yosemite quadrangle Topography — Foothills east of San Joaquin Valley Hetch Hetchy aqueduct line 221, 261-263, 266-268, 271-275, 277, Mokelumne River region Mt. Shasta aqueduct Niles Canyon Pleasanton Valey age 264-265 247 280 269, , 283 70 71, 75 70 70 208 232 108 198 53-54 332 315 350-351 254 317 317 23, 290 117 23 347 336 15, 22 244-252 223, 226 255 250 224-225 251 251 269, 284 250-251 251 73-74 75 179 75 179 74 75 75, 179 190 14 15 328-329 13 22 13, 15 101 92 182 108 108, 239 108 271-275 280, 282 365 328 84 86 1 opograptiy — San Francisco 211, 383 San Joaquin Valley |08, 261-263, 266-268 Tuolumne River Canyon 277, 282 Torrential floods — Alameda Creek 85, 180, 188, 193 Livermore Valley 188-190, 197 90, 197 229 35 52 148 54 335 216 289 339 289 298 282 31, 13, Pleasanton Valley Toughness, steel pipe Tourists — Boston reservoirs Exclusion of 33 Hetch Hetchy 33^ On roads around reservoirs 43, 46-51, Towns, McCloud River watershed Toyne, G., complaint of inadequate water supply Traffic to Hetch Hetchy mainly through Chinese Camp Trail — Built by D. P. Doak Hog Ranch to Hetch Hetchy Construction for Hetch Hetchy project Transformers, power house No. 2 Transmission lines — Hetch Hetchy project 15, Los Angeles aqueduct McCloud River project Mokelumne River project 368-369, Transmission of power, Grunsky plan Transparency of water Transpiration of moisture in high altitudes Transportation — Charges Costs, Hetch Hetchy divisions 241-242, Difficulties of Facilities Of construction materials Treacherous ground — Chabot tunnel Dry Creek tunnel Los Angeles aqueduct tunnels Treatment of river waters 317, 348 Trenches — San Joaquin pipe line 229-230, San Joaquin River crossing Trestles — Bay head pipe Elimination of. Freeman plan Grunsky plan Manson plan San Joaquin River crossing 269-270 Stanislaus River project 308 Trial location line — For steel pipe, San Joaquin Valley 262-263, 267-2(^ For tunnels, Hetch Hetchy aqueduct 261 Tributaries — Alameda Creek 188 McCloud River 334 Stanislaus River 303-304 Truckee-Carson project tunnels 250 Truck gardening — Niles Cone 92-94 Surplus water available for 21 Tuberculation, steel pipe 229 Tulloch, Mr., rights owned by 307 Tunnel — Cost cheapened by paying bonuses 226 Grade, San Joaquin Valley 265 Lining, thickness of 242 Near Knight's Ferry 276 Near San Mateo 123 On peninsula 1 23 To Lake Chabot 125 Under bay 321 Under Lake Eleanor 25, 27 Tunnel capacity — American-Cosumnes project 313 Grunsky plan 1 40 73 227 328 371-372 141 201 100 298 300-301 119 166 15 249 276 225 269 270 253 142 139 139 THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO 21, Tunnel capacity — Larger capacity costs relatively little more Stanislaus River project Tunnel construction — Grunsky plan Hetch Hetchy aqueduct Tunneling — Character of rocks Conditions for Hetch Hetchy aqueduct Rock formation Tunnels — Alternative distribution aqueducts Costs 242-243 Depth of Diameter of Formula for computing carrying capacity Freeman plan of development Grunsky plan of development Hetch Hetchy aqueduct. 1 1 . 20-21 , 1 21 -1 22, 221 -228, 243- Hydraulic elements Hydraulic gradient of Klamath project Lincoln Mine Lining of Los Angeles aqueduct 1 28, Manson plan of development Mokelumne River project Peninsula pipe line Reconnoitering line of Retarding effect of moss-like growth Rocks to be encountered Roughness of finish Route of Sacramento River project Salt River project San Joaquin River project Santa Ana Canal Shoshone project Slope of Southern Pacific Railroad Stanislaus River project Sub-strata of rock in Surplus carrying capacity Timbering of 71, 120, 224-225 Truckee-Carson project Unit costs 224-225, Western Pacific Railroad Yakima project Yuba River project Tuolumne — County Water Company 304-305 Diversion canal 1 39 Drainage basm, Stanislaus wafer used in 305 Main canal 1 39 Meadows 59 Tuolumne River — Canyon 264, 277, 282, 284 Canyon crossing 278-279 Catchment areas 8, 24 Discharge 101-103, 373 Flood waters 58 Gaugings 101-103 Line of flow 114-117 Map of 4 Natural flow of 285 Prior rights on 8 Proximity 158-160 Rating table 373 Reservoir sites 58 Run-off 98-99, 101-103, 105 Surplus waters 58 Tables of run-off 374-376 Waste waters 58 Water 53-57, 151, 153, 284, 316-317 Watershed 102, 374 rage 140 308 140 121 111 221 221 71 125-126 250-251 111 122 221 139-140 139-140 249, 261 120 122 250 250 120 223-227 139 369, 372 294 109-110 221 111 221 112-116 320-321 250 320-321 250 250 112-117 250-251 308 71 34 246-249 250 243-251 251 250 356 Page Tuolumne River — Yielding capacity 8, 101-103, 104, 106-107 Tuolumne River project — Advantages of 72-73, 156-157 Comparisons with other sources 151-1601 Concentration of further study on 75 Cost estimates 1 60n- 1 60p Quantity of water available to City 101-103, 106-107 Tuolumne water supply — Adequacy of 80-81 Joint use by bay cities 1 61 - 1 65 Df 299 Management Turbidity — Feather River water Flood waters Pleasanton water Sacramento River water San Joaquin River water San Leandro reservoir Stanislaus water Sunol Valley streams Tuolumne River water Turbid waters, filtration of Turlock Irrigation District — Area irrigated Cost of system Diversion by Excessive use of water Joining with Modesto District Needs of 21, 82-83 Percentage of land irrigated Prior right of 83, 103, 106-107, 285 Quantity of water put to beneficial use 104 Report by J. H. Dockweiler 82-83, 357-363 Reservoirs planned by 83 Turnouts, wagon road 13 Twin Peaks Association of Improvement Clubs, complaint of inadequate water supply 216 Twin Lakes 160a, 310 Two Mile Bar 307 Type- Los Angeles pipe 230 Of construction, Hetch Hetchy scenic road 19 Of construction. McCloud River project 330 Steel pipe, San Joaquin Valley 229 Typhoid — - Germs 343 Risk of 37 Typical complaints of inadequate water service, San Fran- cisco 213-217 347 200 201 317 317 134 309 201 284 359 360 100 83 305 357 359 Unabsorbed portion, flood flows, Alameda Creek Unalienable rights to unappropriated water of Tuolumne River to be reserved to bay cities Unappropriated waters — Cherry Valley dam site Eleanor Lake dam site Of Tuolumne River to be reserved for bay cities Unattractive water, Lake Merced Uncertainty — Of data, water companies Of seasons, California Spring Valley records, Alameda Creek discharge Underbrush — Alameda Creek Retarding effect of Underground — Channels, Santa Clara Valley . . Reservoir 80-81 , Storage, Alameda Creek . Underground waters — Diversion of for outside use. Niles Cone Owens Valley Right of landowner to Superiority of, for irrigation 198 22 28 28 22 62 82 209 180 182-183 82 207 94, 201 85-86 205 69-70 202 208 209 Ix INDEX Underground waters — Supreme Court decisions 97 Underlying strata, Santa Clara Valley 206, 208 Undesirable conditions, Crystal Springs reservoir 62 Undesirabilily of foothill reservoirs 307 Unfavorable conditions — Alameda Creek gaugings 1 81 - 1 83 Cherry dam site 28 Eleanor Lake dam site 28 Uninhabited catchment areas 32-33, 53 Union reservoir 304-306 Union Water Company — Additional supply available 80 Rights claimed on Calaveras 190 System of 177-178 Water rights of 96, 190 Unit costs — Alameda Creek siphon 258, 291 Antioch filter tunnels 228 Antonio-Valle Division 259-260 Bay head pipe 236-237, 253-254 Buriburi tunnel 296 Calaveras-Antonio Division 258-259 Canyon tunnel 249, 286 Chabot tunnel 241 , 291 Corbetl tunnel, Shoshone project 250 Crystal Springs by-pass 298 Crystal Springs- Irvington Division 252-254 Dove Creek pipe line 230 Dry Creek crossing 248, 278 Dry Creek tunnel 278 Early Intake dam 284 Eleanor-Cherry Division 289 Eleanor-Cherry tunnel 289 Elizabeth tunnel 223, 226 Grading ^^' Groveland tunnel 249, 283-284 Hetch Hetchy aqueduct tunnels 243-249 Hatch Hetchy dam 287-288 Hetch Hetchy reservoir site clearing 286 Huntley tunnel 250 Irvington-Calaveras Division 254-255, 258 Irvington-Chabot Division 291 Klamath project tunnels 250 Lincoln Mine tunnels 250 Los Angeles aqueduct tunnels on Los Angeles steel pipe siphons 230 Lumber 251 Manson's estimates, too low I4J Mission Pass tunnel 248, 28 Moccasin Peak tunnel. . . .^ 248, 281 Oakdale Irrigation District's tunnels ^'^i Portland aqueduct pipe 237 Potrero tunnel • • • • • ■ • 29b Redwood tunnel 244, 246, 252-253 Salt River project, Arizona 25U San Andreas tunnel tti San Antonio pipe line ^co San Antonio tunnel ^''O, Z50 San Bruno tunnel San Joaquin pipe line ^^> '^^^ San Lorenzo Creek siphon San Miguel-Millbrae Division Southern Pacific tunnels . South Fork Canyon crossing • ■ ■ ■ ■■■■ Tesla tunnel 247, 265 Truckee- Carson project tunnels Tunnels through various f"™^'--' 260,- 265, ■278; 281 Valie-Mo;«sin' Division; . . .' 264-265, 269,-270 Valle tunnel ' „,. Western Pacific Railroad tunnels ^-"1 Yakima project tunnel United Properties Company, water rights of United Stales — 197 ^21 Coast Survey, charts of San Francisco Bay '^'' J^< Fish hatchery, McCloud River 334, 336 291 295-296 250-251 283 269, 283 250 283, 291 250 96, 179 United States — Government, exchange of lands with Lands, taking of building materials from Ownership in Hetch Hetchy Valley Reclamation Service, tunnels for on irrigation projects.. United Slates Department of Agriculture — Irrigation, Modesto and Turlock Districts Irrigation, Santa Clara County Soil survey, Livermore United States Geological Survey — Alameda Creek flow Contour maps Feather River gaugings Geologic folios McCloud River gaugings 329, 334, Mokelumne River discharge Niles Canyon gaugings Sacramento River water analyses San Joaquin River water analyses Stanislaus River flow Topographic maps Tuolumne River gaugings Yuba River gaugings Uniting of San Francisco Bay cities in water district University Mound District, inadequate water supply University Mound reservoir 131, 212, 294, Unloading pipe, cost of 230- Unpopulated watershed, Hetch Hetchy Unskilled laborers, wages in California Untimbered tunnels, comparison on cost with timbered tun- nels ■ ....342- Unutilized water from Tuolumne will be diverted by City. . . . Upper Strawberry reservoir Upper Tuolumne River, comparisons with other sources Urban communities, growth in Urgent demand for water Use — Artesian waters • Hetch Hetchy preserving other camp sites Labor-saving appliances for laying pipe lines Percolating waters Roads, Hetch Hetchy, by public Steel pipe permitting cheapest structural methods...... Surplus capacity of Hetch Hetchy aqueduct for irri- gation Use of water — Deprivation of Domestic , From Stanislaus River in Tuolumne basin Increase in Industrial Irrigation Municipal Ulica — Canal Dam Ditch Flume Mining Company Reservoir Utilization of fall — Early Intake Eel River Feather River project Hetch Hetchy to Early Intake McCloud River Stanislaus River Tesla tunnel Page 152 15 13 250 358 78 85 85 108 348 109-110 339-340 365 83-84 317 317 307 239 98 355 9 220 296, 389 231 236 344 251 343, 245 53 304 151-1601 78 175 205 58 231 205-210 13, 15 229 21 205 21 304-305 79 176 21 21 305 306 305 305 304-306 304-306 282 346 350 284 327, 331 305 281 , • r ,, 194-195, 199 Vagaries ot raintall ^^ Vagueness of records, water companies Valle-Moccasin Division— 281, 300 Cost ■ 24K 260 Description 241 , 260, 264 Length • 260-281 Structures on Ix! THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Valle-Moccasin Division — Unit costs 260, 264-265, 269-270, 278-279, 281 Valle tunnel — Cost 260 DeptK below surface 264 Diameter 247, 259 Fonnations 247, 259-260 LengtK of 247. 259 Percentage timbered 247, 260 Shafts 265, 269 Unit costs 247, 260 Vallecito 303 Vallejo Mill 385 Valley rainfall, ratios of mountain run-off to 105 Valleys— Subdivision into irrigated farms 77 Stanislaus River 303 Tributary to San Francisco district 77 Value— ^ Bay Cities Water Company's properties 313 Of hardness In public water supply 317 Of the power asset 31 -32 Spring Valley Water Works 394 Valves, Helch Hetchy aqueduct 20 Vancouver, .growth of 78 Vapor laden winds — Coast Range 1 93 Mt. Hamilton 88 Variability of rainfall, bay region 383 Variance in records, Alameda Creek yield 193 Variation — In flow, McCloud River 334 In run-off 199 Variety of formations, L Varying — Depth to v/ater, wells, Santa Clara Valley Rainfall in California Vastness — Coyote Valley gravel beds 207-209 Santa Clara Valley gravel beds 207-208 Vegetation-^ — Lake Merced Surface waters in California Varying character of . . . Velocities, Hetch Hetchy aqueduct tunnels Velocity — Alameda Creek flow 182 Approach of water, NUes and Sunol dams 182, Arroyo Mocho flow Arroyo Valle flow McCloud River Movement of gravels Water in Hetch Hetchy tunnels Verdure, high altitudes Vernalis Farming Company, buildings of 267. Vernon Lake — - As reserve supply Catchment area City desires to secure rights to Dam at Flow from Location of Power plant at outlet of Reservoir at Road to Vertical cleavage, planes Vested rights — American River Cosumnes River Mokelumne River 366, 370-371 Stanislaus River 304-305 Angeles aqueduct 225-226 208 209 62 62 199 221 185 185 201 201 335 198 121 100 269 58 100 58 58 16 117 160r 28 23 276 312 312 Tuolu Rl. .82-83, 101 Vh Alameda Creek 182-185, 203 Alfalfa irrigation, Gregory Ranch, Decoto 93 Bart Brown well, Arden 93 Boston reservoirs 35, 37, 39, 40-42 Page Views — Buena Vista District -^lo California Nursery Company, irrigating scenes 92-93 Castro Valley dike, site 135-136 Chabot Lake 66 Chestnut Hill reservoir 40-41 Craig Goch dam 51 Croton reservoir 42-43 Decoto 92-93 Eleanor Lake 23 Fairmount District 217 Hetch Hetchy dam site 8 Hetch Hetchy reservoir 6, 10, 12 Hetch Hetchy scenic road 10 Hetch Hetchy Valley 6, 8, 10, 12 57 Irrigating tomatoes. Bell Ranch, Decoto 92 Loch Katrine 48-50 Mahopac Lake ■ 45 Middlesex Fells reservoir 35, 37, 39 Niles 92-93 Nlles Cone 203 Niles Cone wells 92-93 Niles dam 182-183 North Beach District 215 Norwegian roads 14, 17-18 Ocean View District 217-218 Oifjord Lake, Norway 17-18 Parkslde 218 Richmond District 213-214 Road along Oifjord Lake, Norway 17-18 Roads in Norway . ^'^> ^ ^ San Francisco, streets in 213-218 San Leandro dam 66 San Miguel reservoir 130, 133 Scenic road, Hetch Fletchy 16-17, 19 Strawberry farm, Niles 92-93 Sudbury reservoir 42 Sunol dam 184-185 Sunset District 218 Thirlmere Lake 46-47 Tilltill Valley 23 Titicus reservoir 14 Tuolumne Meadows 59 Vyrnwy reservoir 50 Wachuselt dam 35 Wapama Falls 16 Wells on Nlles Cone 92-93 Western Addition 215 Villages on catchment areas 35-36, 54, 303 Virulence of germs lost by storage 37 Visitacion Valley pipe line 296 Visitors to Hetch Hetchy 1 48 Voids, sands and gravels, Livermore Valley 199 Volcanic ash deposits 196 Volume — Of flow 201 Pore space, Livermore Valley gravels. 201 Storm waters, Coyote Creek 209 Von Geldern, report by 187 Von Schmidt, A. W 386 Vyrnwy reservoir 50 Wachusett — Aqueduct 1 45 Dam 35 Reservoir 36, 53 Wages — Basis for Hetch Hetchy estimates 251 Common labor 251-252 Effect of political interests 251 High prevailing rate of 77 Liberal in San Francisco 79 Los Angeles aqueduct tunnels 223 Oakdale Irrigation District 251 Wagon haulage — Rate for cement 242 Rates, Sierra region 242 INDEX Page Wagon haulage — Steel pipe, Los Angeles aqueduct 230-231 Wagon roads, Hetch Hetchy project — Branching from scenic road 15 Hetch Hetchy to Cherry Valley 28-29 Hetch Hetchy to Eleanor Creek 28-29 Hetch Hetchy to Poopenaut Valley 293 Length of .• 13 Maintenance of 13 None at present 29 Turnouts on 13 Wales, reservoirs in 48, 51 Wapama Falls — • Replenishment by dam at Vernon Lake 58 Scenic road to 290 View of 16 Washington and Murray Township Water Company 385 Washington, D. C. — Berkeley representation at on Hetch Hetchy 161 Consumption per capita 79 Oakland represented at on Hetch Hetchy 1 62 Waste of water, Modesto and Turlock Districts 358 Waste waters — Alameda Creek 188, 193 Coyote River 208-209 Crolon dam 187 Hetch Hetchy, caught at Poopenaut dam 293 La Grange 101-103, 360 Niles Canyon 85-86 Sunol dam "93 Tuolumne River 58 Water- Board. Hetch Hetchy water supply 299 Carrying capacity. Hetch Hetchy aqueduct tunnels.... 221-222 Chute, Tesla tunnel 283 Contours, Niles Cone 95 For lawns and gardens 79 Gauging apparatus at each reservoir 33 Hammer, strain due to 2Zy Locations, McCloud River 329, 338-339 Measurement -'-* Sorting of material 2UZ Storage capacity, cones I ' ^ Water bearing strata — Coyote River 206 Livermore Valley /■Y^ Sections of ... 89-90 Signs of 09 Wells, Alameda Creek '92 Water borne— Diseases 33, 36-37, 42 Germs 37, 42 Water companies — . Acquired by Spring Valley Water Company ^84 Consolidated into Peoples Water Company 77 East bay region (.am Over-estimated extent of their undeveloped resources. . . OV-ZU Records not dependable Water control during construction — Hetch Hetchy dam ^°| Poopenaut dam Water districts — i^a ice. 1A7 t7l Act governing incorporation of 63 64 MetropoHtan ,, ' . San Francisco Bay cities 9, 161-165 Water duty — oe Livermore Valley • • . • ■ oc Modesto Irrigation District Pleasanton Valley Water famine — I27 Danger or • / ' n' ijqi -^q? Peninsula, threatened by boring Ravenswood wells ^5 Reserve against Water level — |Qg Cherry River mouth ^gg Durham Bridge • • ■ ^82 Early Intake Page Water level — Hetch Hetchy dam 285 Hetch Hetchy reservoir II McMullin Lake 266 Moffatt Bridge 108 Power house No. 1 1 09 Priest's Hotel 1 09 Red Mountain Bar 108 San Joaquin River 266-268 South Fork mouth 1 09 Tuolumne River 108-109 Water plane — Coyote Valley gravels 207, 209 Santa Clara Valley gravels 209 Water power development — Feather River 100 Hetch Hetchy aqueduct 128 Los Angeles aqueduct 128 Use of steel pipe for 229 Water power possibilities — Hetch Hetchy aqueduct 29-31 McCloud River 336 Water pressure — Fire hydrants, San Francisco 215, 218-219 Hetch Hetchy aqueduct 121 Inadequacy of in San Francisco 213-214, 216-219 Water rates — Fixing of 170, 177 Metropolitan water district 1 70 Peoples Water Company 1 77 Spring Valley litigation 393-394 Water right purchases — Cost for the several divisions of the Hetch Hetchy Aqueduct 300-301 For Stanislaus River project 308 Water rigrhts — Alameda Creek 96, 187 Arroyo Valle 96 Bay Cities Water Company 96, 179, 186 Bonita Creek 96 Calaveras Creek 187 Cherry Creek 72, 138 Diligent prosecution of work on 341 Eleanor Creek 72, 138 Exoenditures by San Francisco on 72, 138 Isabel Creek 96 Law on 342 Legal questions 96 McCloud River 338-341 Mokelumne River 368, 370 Necessity to secure for future 138 San Francisco's 72, 1 38 Sierra Blue Lakes Water and Power Company 368, 370 Smith's Creek 96 Spring Valley Water Company 384-385 Time after posting of notice for beginning of construc- tion work on 341 Tuolumne River 72, 138 Union Water Company 96 United Properties Company 96, 179 ^^''ater service areas, San Francisco 212 Water service, San Francisco — . Absence of in certain districts 213-214 Inadequacy, San Francisco J 45 Poor circulation 216 Watersheds — (See "Catchment areas") Water supply — Inadequacy, bay cities 145 Inadequacy, San Francisco |45 Needs of San Francisco district 80 Order of development 62-75 Scale of new works for other cities [45 Water supply problem — Change in conditions since Garfield permit was granted. 138 Los Angeles, solution of 80, 138 New York, solution of 1 38 Ixui THE HETCH HETCHY WATER SUPPLY FOR SAN FRANCISCO Page Water supply problem — San Francisco, solution of 80, 138 Water table — Fluctuating 358 Lowering of 91, 175,186 Niles Cone 91, 95, 175, 204 Rise of 357 Slope of 94 Weak points, Grunsky plan 142, 144 Weedy water. Lake Merced 62 Weight— Bay head pipe 237 Hetch Hetchy pipe 236 San Joaquin pipe 235 Weirs — Alameda Creek 181 Drowning of 181 Gauging 33 Helch Hetchy dam 285 Niles dam 181 Well boring — Livermore Valley 86, 89-90 Records by Cyril Williams, Jr 202 Well drillers' logs 86 Wells— Alameda City 1 74 Alvarado 1 77 Bay shore 82 Bell RancK. Decoto 92-93 Brackish through over-pumping 81 Brooklyn 70 Consumption of water from, bay region 312 Dried up 204 East bay region, draft on 1 74 Fltchburg 1 77 Hercules Water Company 1 78 Livermore Valley 86, 89, 90 Miller Ranch 206-208 Modesto and Turlock Districts 359 Niles Cone 70, 95, 177, 203-204 Output of ) 77 Overflow from 206-207 Owens Valley 202 Private 81. 174 Ravenswood 96 Richmond 1 77 Rising of water in 359 San Francisco 383 San Francisco bay shore 82 San Leandro Cone 1 77 San Lorenzo Cone ^77 San Lorenzo Water Company T 78 San Pablo Cone 1 76- 1 77 Santa Clara Valley 208-209 Santa Fe Railroad Company | 76 Standard Oil Company | 76 Test 70 Union Water Company 1 77 West San Pablo Land and Water Company |78 West Clay Park District, no mains for fire protection 220 West End Improvement Club, complaint, inadequate water supply 218 Western Addition, San Francisco — Complaints of inadequate water supply 21 I. 214 Inadequate fire protection 21 I, 214 Views 215 Western Pacific Railroad Company- Contract prices for mountain work 251 Exploiting Feather River region 348 Tunnels built by 251 West Richmond District, no mains for fire protection 220 West San Pablo Land and Water Company 174. 178 Wet seasons — Alameda Creek 1 96 Coyote River 209 Whipple on softness of water 1 53 Page Whiteness of water — Alameda Creek 61, 194 Pleasanton 61 Sunol 61 Wholesomeness of Spring Valley water 61 Wide fluctuations in flow — Alameda Creek 1 88 Control of 1 88 Niles Conyon 83 Wild Cat wells 172. 177 Williams, Cyril, Jr. — Commendation for zeal in City's service 160s Error detected in Spring Valley records 84 On run-off, Tuolumne River 101-103 Presentation of problem, Alameda Creek 190 Rainfall studies 197 Report on Alameda Creek yield 81, 186-187 Report on Livermore Valley 81 Thoroughness of investigations 187 Well borings, Livermore Valley 86 Willingness to begin work on fdetch Hetchy dam 72 Winchester Water Board 39 Wind movement, recording of 100 Winter— Evaporation 1 99 Protection, concrete plant, Hetch Hetchy 287 Wood. Andrew Y., commendation for zeal in City's service. . . 160s Woodbridge Canal, area irrigated by 365 Wood's Creek, grades 289 Wood-stave pipe. Rough and Ready Creek mouth 260 Work done by Sierra Blue Lakes Water and Power Com- pany, to hold water rights 370 Working points, Hetch Hetchy aqueduct within easy reach of railroads 289 Working season, Hetch Hetchy region 73-74 Wrought iron pipe — Resistance to rust 229 San Francisco 384 Yakima project tunnel 250 Yardage — Hetch Hetchy aqueduct tunnels 120 Hetch Hetchy dam 1 18, 285 Los Angeles aqueduct 224 Poopenaut dam 293 San Bruno tunnel 238 Tunnels 250-251 Yield— Above Pleasanton 1 86 Alameda Creek 83-84, 179-202, 391 Alvarado wells 1 77 American-Cosumnes source 312, 314 Bay shore wells 1 77 Berryman tunnel 177 Cherry Creek watershed 8, 104 Coast streams 392 East bay sources of supply 1 77 Eel River watershed 345 Eleanor Lake watershed 8, 104 Fltchburg wells 1 77 Helch I^etchy watershed 8, 104 Livermore region 1 99 Merced Lake 1 26 Peninsula watersheds 388, 391 Peoples Water Company's sources 81 Pfieffer Springs 1 77 Piedmont Springs 1 77 Pleasanton wells 81 Present sources 80-81 Railroad Flat watershed 366 Richmond wells 1 77 San Leandro reservoir ]77 San Pablo wells 1 77 Santa Clara Valley gravels 209 Shepard Canyon 1 77 ^^ Spring Valley Water Company's sources 81 ^^ Summit tunnels 1 77 Ixiv tj'u»'^^M*i"pwffJ^7iii.f^r^ rr'rj-MijrT'TTTTTi