LIBRARY
ySIVERSITY OF CALIFORNIA
PAVIS
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IBSITX OF MUFOKNI*
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DAVIS
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STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES '^^^ ^ ^ ^^^^ ,
DIVISION OF RESOURCES PLANNING ^''
BULLETIN No. 61
FEATHER RIVER PROJECT
INVESTIGATION OF
ALTERNATIVE AQUEDUCT ROUTES
TO SAN DIEGO COUNTY
GOODWIN J. KNIGHT
Gtovemor
0^3
UNIVERSITY OF CALIFORNIA
DAVIS
MAR 17 1^)58
UBRARY
HARVEY 0. BANKS
Director of Water Resources
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
DIVISION OF RESOURCES PLANNING
BULLETIN No. 61
FEATHER RIVER PROJECT
INVESTIGATION OF
ALTERNATIVE AQUEDUCT ROUTES
TO SAN DIEGO COUNTY
GOODWIN J. KNIGHT
Governor
HARVEY 0. BANKS
Director of Water Resources
' ^ , . j» Si. '
TABLE OF CONTENTS
Page
LETTER OF TRANSMITTAL ix
ACKNOWLEDGMENT x
ORGANIZATION, STATE WAI'ER BOARD xii
ORGANIZATION, STATE DEPARTMENT OF WATER RESOURCES xiii
ENGINEERING ADVISORY CCMmTnEE xv
CHAPTER I. INTRODUCTION 1
Authorization for I;<ivestigation 1
Related Investigations and Reports 3
The Featlier River Project. 3
The California Water Plan 5
Studies of Alternative Feather River Project Routes
to Soatiiem California 7
Other Related Investigations and Reports 9
Objectives and Scope of I:ivestigatio:a and Report 11
General Criteria Affecting Aqueduct Location 12
Routes through Seui Berneirdino and Riverside Counties 13
Objectives 1^+
Scope. ....... 13
Area of invest igati on 17
Local Activity Relative to Proposed Second San Diego Aqueduct 2k
CHAPTER II. FUTURE LEMANBS FOR IMPORTED WATER 27
Methods ejid Procedures, 28
Classification of Lands for Water Service UO
Methods and Procedures .......... k2
Areas of Land Use Adaptability Classes kk
Probable Ultimate Pattern of Land Use 5U
1
Page
Unit Use of Water . 58
Urban Use. . o ...... 36
Agricultural Use 62
Monthly Distribution of Annual Water Demands 6k
Estimated Future Population 66
Industrial eind Commercial Grovth . 66
Procedvire for Estimating Future Population 71
Military Popiilation. 75
Future Agricxiltural Growth. . 76
Principal Factors Affecting Growth of Irrigated Agricultvire . ... 76
Market Potential for Irrigated Crops 77
Costs of Land Development 80
Payment Capacity for Irrigation Water 8I
Estimated Rate of Growth of Irrigated Agric\ature 83
Future Demands for Water. ........ 88
Future Water Requirements. 88
Safe Yield of Existing Water Supply Facilities 93
Demands for Imported Water 9^
Design Demand for Additional Imported Water 101
CHAPTER III. ALTERNATIVE AQUEDUCT ROUTES 103
Methods and Procedures. 105
Size and Capacity of Aqueducts for Prelimineury
Route Comparisons 107
Preliminary Design Criteria ...... 109
CansLLs and Canal Appxurtenances 110
Siphons .......... 112
Cross Drainage Structvires 11^
11
Page
Timber Bridges II5
Concrete Bridges II5
Checks 116
Turnouts II6
Irrigation Pipe Crossings II6
Utility Crossings II7
Pipe Lines and Appurtenances II7
Excavation and Backfill II8
Air Release and Vacuum Valve Struct\ire8 II8
Manhole and Blowoff Structures II9
Turnout Structures II9
Vent Structures 120
Road and Highway Crossings 120
Dams and Reservoirs 121
Tunnels 121
Rights of Way for Canal and Pipe Lines 122
Unit Prices 122
Storage Requirements 123
Regulatory Storage 12U
Emergency Storage 125
Analyses of Alternative Aqueduct Routes 128
Colorado River Aqueduct to Rainbow Pass 130
"B" Line 133
"E" Line 13^
Description of Route 135
Construction Problems 136
Operation of "E" Line 137
Estimated Cost of "E" Line and Appurtenant Facilities ikh
iii
Page
"S" Line ik6
Description of Route l46
Construction Problems. . ±k6
Operation of "S" Line ikj
Estimated Cost of "S" Line and Appurtenant Facilities 151
"W" Line. I53
Description of Route I53
Construction Problems 153
Operation of "W" Line 15U
Estimated Cost of "W" Line and Appurtenant Facilities 156
■: Summary Comparison of "E", "S", and "W" Lines 158
Selection of Facilities for Initial Construction 16O
Analysis of Staged Construction of the Aqueduct 161
Canal Section l62
Pipe Line Section 163
Economic Comparison of Alternative Plans for
Terminating Aqueduct Facilities 166
Timing of Reservoir and Aqueduct Construction 171
Summary of Facilities Selected for Initial Construction 172
CHAPTER IV. CONCLUSIONS AND RECOMMENDATIONS 177
Conclusions 177
Recommendations 161
iv
TABLES
Table No.
Page
1 Gross Areas and Areas of Developable Lands In Subdivisions
of the Water Service Area of the Proposed San Diego
Aqueduct 3I
2 State of California, Department of Water Resources,
Standards for Classification of Lands for Water Service. . . ^5
3 Classification of Agricultural Lands in San Diego County
and Southwestern Riverside County 50
k Classification of Urban Lands and Summary of Classification
of Lands 52
5 Probable Ultimate Pattern of Land Use in San Diego County
and Southwestern Riverside Coijnty 56
6 Estimated Future Areas of Irrigated Lands in the Service
Area of the Proposed San Diego Aqueduct (Assuming a price
for water of $15 per acre-foot delivered at the aqueduct). . 86
7 Estimated Future Areas of Irrigated Lands in the Seirvice
Area of the Proposed San Diego Aqueduct (Assuming a price
for water of $40 per acre-foot delivered at the aqueduct). . 87
8 Estimated Future Water Requirements of Irrigated Agriculture
in Service Area of Proposed San Diego Aqueduct for the
Year 2000 (Assuming a price for water of $15 per acre-
foot delivered at the aqueduct) 89
9 Estimated Future Water Requirements of Irrigated Agriculture
in Service Area of Proposed San Diego Aqueduct for the
Year 2000 (Assuming a price for water of $^0 per acre-
foot delivered at the aqueduct) 90
10 Estimated Annual Urban Water Requirements in the Service
Area of Proposed San Diego Aqueduct for the Year 2000. ... 9I
11 Estimated Annual Safe Yields of Local Water Supplies and
Anniial Water Requirements in the Service Area of the
Proposed San Diego Aqueduct (Ass\miing a price for water of
$15 per acre-foot delivered at the aqueduct ) 95
12 Estimated Annual Safe Yields of Local Water Supplies and
Annual Water Requirements in the Service Area of the
Proposed San Diego Aqueduct (Assuming a price for water of
$U0 per acre -foot delivered at the aqueduct) 97
13 Estimated Fut\ire Demands for Imported Water in the Service
Area of the Proposed San Diego Aqueduct (Assuming a price
for water of $15 per acre-foot delivered at the aqueduct). . 99
TABLES
Table Wo . Petge
ik Estimated Future DeiDSiids for Imported Water in the Service
Area of the Proposed San Eiego Aqueduct (Assijmiiig a price
for water of $i^0 per aoi'e-foot delivered at the aqueduct). . ICX)
15 Estimated Cost of "E" Line to Meet Demand for Imported
Water to San Diego County in Yeai' 2000, Including Regu-
latory Reseriroirs and Major Laterals and Appurtenant
Facilities ..... 1^5
16 Estimated Cost of "S" Line to Meet Eema:ad for Imported
Water to San Diego County in Year 2000, Including Regu-
latory HeservoirB and Major Laterals and Appurtenant
Facilities 152
17 Estimated Cost of "W" Line to Meet Dssaand for Imported
Water to Ssjr\ Diego County in Year 2000, Includ.ing Regu-
latory Reserti^oirs and Me.jor Laterals and Appurtenant
18 Comparison of Estiinated Costs of Aqrueducts and Appvirtenant
Storage and Conveyance ]?acilities for the "E", "S", and
"W" Lines. .» ... .o ..,,... 158
19 Capacities and Present Values of Costs for Combinations
of Staged Pipe Line Construciio:^ of "W" Line, Between End
of Canal Section aad Lower Cbay Reservoir 165
20 Economic Comparison of Altsrimti ifv? Fla;as for Conveyance and
Storage Facilities in the 'leriainal Reach of the Proposed
San Diego Aq.ueduct ,. o ..... 169
21 Summary of Estimated Cost of Initial Features of Proposed
San Diego Aqu.educt from Saa Jacinto Tunnel to Proposed
Mianewa-wa Reservoir Site, "W" Line 175
PLASES
Plate No.
1 Location of Lnvestigational Area
2 Major Existing Water Supply Facilities
3 Subdivisions of Investigational. Area
k Classification of Lands for Probable Ultimate Use
(in two sheets)
vi
PLATES
Plate No «
5 Historical and Estimated Future Population of San Diego County
6 Estimated Future Areas of Irrigated Lands in the San Diego
Aqueduct Service Area
7 Estimated Future Demands for Water in the San Diego Aqueduct
Service Area
8 Estimated Monthly Distribution of Demand for Water in Per Cent
of Annual Demand in Year 2000
9 Alternative Aqueduct Routes
lOA Location of "E" Line and Appurtenant Facilities
lOB Location of "S" Line and App\irtenant Facilities
IOC Location of "W" Line and Appurtenant Facilities
11 Typical Canal Sections
12 Typical Siphons
13 Diversion eind Metering Structures
1^4- Typical Farm and Private Road Bridges
15 Typical Coxmty and State Highway Bridges
16 Typical Overchutes, Culverts and Irrigation Crossings
17 Check Structure
18 Canal Terminal Structure
19 Miscellaneous Canal Structui-es
20 Typical Pipe Line Structures and Trench Details
21 Auld Valley Dam on Tucalota Creek
22 Minnewava Dam on Jamul Creek
23 General Profile of Proposed San Diego Aqueduct
2k Plan and Profile (index Map and 15 Sheets)
25 Schematic Diagram of Estimated Annual Water Deliveries from
Existing San Diego Aqueduct and from Proposed "W" Line in the
Year 198O
26 Schematic Diagram of Estimated Annixal Water Deliveries from
Existing San Diego Aqueduct and from Proposed "W" Line in the
Year 2000
APPENDIXES
Appendix
A Correspondence
B Description of Facilities of the Proposed San Diego Aqueduct
Selected for Initial Construction
C Unit Prices Used for Detailed Cost Estimates of Proposed San
Diego Aqueduct, "W" Line
D Estimated Cost of Initial Features of Proposed San Diego Aqueduct
from San Jacinto Tunnel to Minnewawa Reservoir, "W" Line
E Description of Proposed Dams and Reservoirs Needed to Provide
Regulatory and Emergency Storage on the Proposed aaad Existing
San Diego Aqueducts
viii
March 1, 1957
Honorable Goodwin J, Knight^ Governor^ and
Members of the Legislature of the
State of California
Gentlemen s
I have the honor to transmit herewith Bulletin No. 61 of the
Department of Water Resources^ entitled "Feather River Project - Investigation
of Alternative Aqueduct Routes to San Diego County", This investigation was
authorized by the California Legislature of 1956^ in Item Ul9«5 of the Budget
Act of 1956, which appropriated $200^000 for the work.
Work on this investigation was initiated in May of 1956, by the
Division of Water Resources, the predecessor agency of this Department, through
a provision in the budget act which made funds available prior to the beginning
of the fiscal year» In view of the ciritical water supply situation in San
Diego County^ this investigation was conducted under an accelerated program in
order to make available its findings at the earliest practicable date.
Bulletin No. 6l contains estimates of the probable future growth of
population and irrigated agriculture and attendant demands for water therefor
in San Diego and southwestern Riverside Counties, and presents recommendations
as to the location and capacity of a new aqueduct to serve imported water to
this area in conjunction with the existing two^barreled San Iti-ego Aqueduct.
The new aqueduct would convey presently surplus Colorado River water available
to facilities of The Metropolitan Water District of Southern California near
San Jacinto until Feather River Project water is available.
We are informed that The Metropolitan Water District of Southern
California, together with the San Diego County Water Authority, plan on
taking immediate action to construct an aqueduct along the route recommended
herein but to a smaller capacity. It is recommended that in view of the
estimated future demands for water in the potential service area of the
proposed San Diego Aqueduct, and the relatively small increment in cost, that
immediate steps be taken to construct the proposed aqueduct to the larger
capacity as determined in this report o
Very truly yours,
HARVEY 0. BANKS
Director
ACKN0WLEDGME2JT
During the course of this investigation, valuable assistance and data
were contributed by water service agencies in the investigational area. The
Department of Water Resources gratefully acknowledges the cooperation of the
following agencies;
Bueno Colorado Municipal Water District
California Water and Telephone Company
Carlsbad Muaicipeil Water District
City of Escondido
City of Oceanside
City of San Diego Water Department
Eastern Wtoiicipal Water District
Escondido Mutual Water Company
Fallbrook Public Utility District
Helix Irrigation District
Lakesid.e Irrigation District
Poway Municipal Water District
Rainbow Municipal Water District
Ramona Irrigation District
Ramona Municipal Water District
Rincon del Diablo Municipal Water District
Rio San Diego Municipal Water District
San Diego County Water Authority
San Dieguito Irrigation District
San Marcos County Water District
Santa Fe Irrigation District
South Bay Irrigation District
Vail Ranch Company
Valley Center Munieipal Water District
Vista Irrigation District
Special mention is also made of the helpftil cooperation of the follow-
ing agencies in supplying data and maps utilized in the investigation:
Boyle Engineering
City of Los Angeles, Department of Water and Power
The Metropolitan Water District of Southern California
Bureau of Reclamation, United States Depeartment of the Interior
Geological Survey, United States Department of the Interior
Eleventh Naval District, United States Department of the Navy
Valuable assistance and estimating data used In the Investigation
were contributed by the following pipe manufactvirlng firms:
American Pipe and Construction Compemy
Consolidated Western Steel Corporation
Kaiser Steel Corporation
Southern Pipe and Casing Company
United Concrete Pipe Corporation
XI
ORGANIZATION
STATE WATER BOARD
Clair A. Hill, Chairman, Redding
A. Frew, Vice Chairman, KLng City
Phil D. Swing, San Diego John T. Bunker, Gustine
W. P. Rich, Marysvllle Everett L. Grubb, Riverside
Kenneth Q. Volk, Los Angeles
Sam R. Leedom, Administrative Assistant
xii
ORGANIZATICW
STATE DEPARTMENT OF WATER RESOURCES
Harvey 0. Banks ................ Director
Mo Jo Shelton . o . o »,. o ...... o.. o ..,.. . Deputy Director
William Lo Barry. ...» ..,.., . Chief, Division of Resources Planning
SOUTHERN CALIFORNIA DISTRICT
Max Bookman o . .o. ... o .. o . .......... . District Engineer
This Bulletin was prepared under the direction of
Robert M. Edmonston ...».,,.... o. . Principal Hydra\alic Engineer
Lucian J« Meyers. ...... ....... . Supervising Hydraulic Engineer
Work on alternative aq^ueduct locations and capacities
was conducted hy
Kenneth G. Wilkes ...... o .... . Senior Hydraulic Engineer
Hugo Jo Hanson. ..... Associate Civil Engineer
assisted hy
Yoshlo Higashi . o Assistamt Hydraulic Engineer
John S. Akiyama . ............. . Junior Civil Engineer
Patrick J. Deneher. o.. .... .......... . Junior Civil Engineer
James T. Enright. ........... ....... . Junior Civil Engineer
Jack D. Walker. ........ Junior Civil Engineer
Studies of future demand for water were made by
Roderick L. Hill. ..,...<,.............. Senior Economist
Vernon E. VeLLantine .............. Associate Utilities Engineer
assisted by
Ronald C. Hightower .,..,,. o ....... . Assistant Civil Engineer
Thomas N. Hushower. ........... • . Junior Civil Engineer
William W, Barnes ............ ... Engineering Aid I
Land classification surveys were conducted by
John W. Shasaon ................ Land and Water Use Specialist
Roy N. Haley. ..............•••• Associate Soil Technologist
Glenn B. Sawyer .......... Assistant Soil Technologist
Barry Brown ... Junior Soil Technologist
Charles Ripple. .................. Jvmior Soil Technologist
Fred Stumpf ...............••.•• Junior Soil Technologist
xiii
Preliminetry designs and estimates of cost
were prepared by
Francis J. Lawler =
Edward E. Jackson .
Arnold F. Nicolaus.
Eijgeme A» Belongie. . . .
HaJTold D. Unlando ,00.
Conrad M. Vineyard. . . .
Frank A. Williamson . . .
David A. Blagg. . « . . .
o o e
assisted by
» a o
e o •
. . Associate Civil Engineer
. . Associate Civil Engineer
Associate Hydraiilic Engineer
. . Assistant Civil Engineer
o . Assistant Civil Engineer
. . Assistant Civil Engineer
Assistant Hydraxxlic Engineer
...... Engineering Aid I
Classification of materials was conducted by
John W. Marlette. .
Glenn A. Brown. . .
Clifford R, Farrell
Charles F. Lough. ,
William Waisgerber.
000
o a o
Associate Engineering Geologist
Associate Engineering Geologist
. . Assistant Engineering Geologist
. . . Junior Engineering Geologist
Jvinior Engineering Geologist
000
Harold P. Zablodil. .
Lewis S. Good . . . .
Eleanor Angus ....
John P. Buchner, Jr.
Richard P. Bellanger.
Maps and plates were prepared by
SOB
9
« o o a
o o •
o o 4 o «
o o o a • o
O A
e
. . . Senior Delineator
. Senior Delineator
Delineator
...... Delineator
. . . Engineering Aid I
Consxiltant on Construction Problems euid
Unit Prices of Construction Items
Augustine H. Ayers.
» • o o e
..... Consultant Civil Engineer
xiv
EBfGINEERING AWISORY CCMMITTEE
The Department of Water Resources appointed a committee of prominent
igineers representing vater service agencies and entities interested in water
ipply problens in the southern porti.oa of the State to advise the Depeurtanent
. its alteriiative Feather River Project Aqueduct route studies. This Dapart-
nt gratefully acknowledges the assistance aid advice generously contributed by
e members of this committee during the ^ci;^a9 of this investigation. Members
this Engineering Advisory 'S.-mmlttea are llBted as follows:
Name
. Louis K. Alexander
. Paul Bailey
. Kenneth Beck
. Paul Beermann
. Doyle F. Boen
Title
Vice Presldaat aad Ci.ief
Engineer, Southe;.'az
California Vater oompesy
Engineer
County S-iiryey^T
Director, City of Saa
Diego Water Department
Chief SiLgineer' aai
General MB^^ager, Eastern
Municipal Water District
. E« Fitzgerald Dibble Chief Engineer, San
Berzu^dino Vallsy Maai°
cipal Water 3'^Sisesv&tlo.:j
District
. Robert Bo Diemer
General MEuzager saaS. Chief
Engineer, The Metropolitan
Water District of Southern
California
. George L. Henderson Vise President, Kern
County Land Company
Sponsorlig Agency
Beard of Directors, West
Be-Btn and Ce:itraLL Basin
Municipal Water Districts
Orange County Water
District
Board of Supervisors,
SasL Luis Obispo County
City Council, City of
San Mego
Board of Directors,
Eastern Municipal Water
District
Board of Directors, San
Bernardino Valley Muni=
cij>al Water District
Board of Directors, The
Metropolitan Water
District of Southam
California
Board of Directors, Kem
County Farm Bureau and
Board cf Supervisors,
Kem County
XV
Name
Mr. Julian Hinds
Title
Consulting Engineer
Sponsoring Agency
Board of Directors,
United Water Conservation
District
Mr. Richard S. Holmgren
Mr. Henry Karrer
GenereQ. Manager and Chief
Engineer, San Diego
Covinty Water Authority
Consixlting Engineer
Board of Directors,
Diego County Water
Authority
Seui
Board of Directors, Kings
River Water Conservation
District
Mr. Wallace C. Penfield Consulting Engineer
Mr. William S. Peterson Grenereil Manager and Chief
Engineer, Department of
Water and Power, City of
Los Angeles
Board of Directors,
Santa Barbara County
Water Agency
Board of Water and Power
Commissioners, City of
Los Angeles
Mr. Brennan S. Thomas
Mr. Albert A. Webb
General Manager and Chief
Engineer, City of Long
Beach Water Department
Consvilting Engineer
Boeird of Water Commis-
sioners, City of Long
Beach
Boea-d of Directors,
Western Municipal Water
District of Riverside
County
xvl
CHAFTESR Ic ISTROroCTION
San Diego Comity, one of the most rapidly developing areas in the
nation, is presently faced with a critical watar probleai. The rapid growth of
the Coiinty dviriag a severe drought, now in its thirteenth year, has resxilted in
virtual depletion of local storage reseryes and nearly f»ill dependency on the
two-harreled San Diego Aqueduct delivering Colorai1.o Eirer water from facilities
of The Metropolitan Water District of Southern California near San Jacinto.
This aq.ueduct is and has "been, for sosme tiaie past, operated almost continuously
at full capacity. Only the occurrence of substantial runoff in local streams
during the present winter season, to a^agment meager reserves of Colorado River
water now in storage in local reservoirs, will prevent water shortages next year
over much of San Diego County. Even islth the advent of a sequence of years of
above ^normal precipitation BXid runoff, 8;?Jfe yield of existing water conservation
facilities together with the supply of Colorado Elver water that can be obtained
through the existing San Diego Aq.ueduct soon w5.11 be inadesj-'iate to meet the ever
growing water needs of this area.
Mthori a aj^j^fl^fj;;r__Inye8tig ation
It was in r^scognition of this eritic&l situmtion in San Diego County
that the Legislature in Itea fe9»5 of its Budget As\- c.f 1956 appropriated
$200,000 for s-arwejB of alternative Feather RLver Project Aqueduct Routes to
San Diego County. This itaa is quoted in ftO-l as follows;
"lvl9.5-=Por surifsys, explorations, investigations, preparation
of construction plans and specif icationsj sur-treys of, negc^
tiations for, and acquisitions of, rights of way, easements,
and property, including oth>sr expenses in connection there-
with, for the Feather Fiver Project, as authorized by
Section 11S60 of the Water Cc«le and as modified by the
report of the Division of Water Resources of February, 1955?
entitled "Program for Financing and Constructing the Feather
River Project," and as may be modified subsequently. Water
Project Authority .............. 9^350,000
=1-
provided, that this appropriation shall remain available
for expenditure \antil Jvme 30, 196O; provided further, that,
notwithstanding any other provisions of law, the appropria-
tion made by this item ms'.y be expended to reimburse the
Division of Water Resources Revolving Fund for expenditiires
incurred prior to July 1, 1956, which may be properly charge-
able to this item; provided further, that $3,550,000 of this
item shall be used only for engineering and exploration work,
and for acquisition of reservoir sites for the Alameda-Contra
Costa-Santa Clara-San Benito breinch aqueduct in Alameda,
Contra Costa, Santa Clara and San Benito Coijinties; provided
further, that $500,000 of this item shall be used only for
studies of alternative coastal aqueduct routes; provided
further, that $200,000 o f this item shall be used only for
studies of altei°native aqueduct routes to Sein Diego County ;
provided fxirther, that $200,000 of this item shall be used
only for location studies, stirveys, engineering and ex-
ploration work for an aqueduct to service areas within west
and south San Joaquin Valley, including Kern County. Any
money in the Division of Water Resources Revolving Fund may
be expended or encumbered for expenditure prior to July 1,
1956, or subsequent thereto, for preparation of working
drawings, designs, plans or specifications for the project
described in this item as to which reimbxarsement of the
fund therefor is authorized by this item." (Emphasis
supplied. )
In addition, Senate Concurrent Resolution No. 19, which is quoted
following, contains certain provisions relative to the studies of alternative
aqueduct routes to San Diego County:
"WHEREAS, The Division of Water Resources of the Department of
Public Works has under consideration and study the selection of alter-
nate aqueduct routes to San Diego County in connection with studies
being made of the Feather River Project; now, therefore, be it
"Resolved by the Senate of the State of (C aliforni a, the Assembly
thereof concurring . That the Division of Water Resources is requested
in connection with its study to consider possible routes for such an
aqueduct through Seji Bernardino County and Riverside County and to
report thereon to the Legislature at its 1957 Regular Session; and be
it further
" Resolved , 'Ihat the Secretary of the Senate send a copy of this
resolution to the Division of Water Resources and to the Director of
Public Works."
-2-
Related Inve stigation s and .Repoarbs
The Investigation reported on herein is intimately related to prior
investigational work of the former Division of Water Resources and other state
water agencies on water problems and water reso^arce developments in the State and
to other ciirrent work under way by the Department of Water Reeoiirces. Reports
and data available from these investigations were utilized in the preparation of
this report. Use was also made of pertinent material and data contained in
reports of other agencies.
The Feather River Project
The Feather River Project, the initia.1 unit of The California Water
Plan, was developed by the Division of Water Resources in 1951; in consideration
of the impending need for additional water in the central and southern portions
of the State, and also in recognition of the critical need for flood control on
the Feather River. The project wa.s originally outlined by the Division of Water
Resources in State Water ResoTzrces Board "Report on Feasibility of the Feather
River Project and Sacramento-Sari Joaquin Delta Diversion Projects Proposed as
Features of The Celifomia Water Plan", May, 1951 <■ Major vinits of the project
included a miiltipurpose dam emd reserrcir on the Feather River near Oroville,
a power plant at the dam, an afterbay dam and power plant, a Delta ross .; hannel,
an electric power tremsirdssion syBtem, a conduit to transpoirt water from the
Sacramento -San Joaquin Delta to Santa Clara and Alameda Counties, and a condiiit
to transport water froa the Sacramento-San Joaquin Delta to the San Joaquin
Valley and to southern California, The aqueduct to southern California was con-
W template! as a "high line" route extending from the San Joaq\iin Valley in a
tunnel through the Tehachapi Mountains at about elevation 3j300 feet. The aque-
duct woiad then follow along the westerly side of the Antelope Valley, thence
.^.
throTigh auiother tionnel 5.n.to the SovAth Coastal Arse, near ths City of San
Bernardino. Froa this point the aqi?.educt -would extend to the south In a serit
of tunnels and siphons to a tersslniis in Seui Diego Coiinty at Eorsethief Canyon
a tributary of Cottonwood Ci-eek;, at elevation 2/85^+ feeto
The Feather River Project vas authorized by the Legislature in 1951
by Chapter ikhl, Statntes of 1951 • This act also aiithorized and directed the
Department of Public Works to conduct the necessary investigations, surveys aj
studies, and preparation of plans a:icl specif icatio.is for the construction of
the works authorized by the act and to subsiit the same to the Water Project
Authority for its approval.
Further studies of the Feather River Project were continued by the
Division of Water Reso\irces until 1955.' at which time a report entitled "Prog:
for Financing and Constructing the Feather River Project as the InitieO. Unit (
The California Water Plan", dated May, 1955; "''^.s subnitted to the Legislature
It was concluded in this report that the project wr,s engineeringly and finan-
cially feasible, and it was recfwrmeaded that the Legislatixre appropriate fxindi
to Initiate its construction. This report recorameiided saodiflcations of the
original plan inclvwfing the addition of the Sena. Luis Reservoir on the west si(
of the San Joai3.ttln Velley.
Tlie foregoing report of May, 1955.'= also included smalyses of alter-
native aqueduct jro^ates to southern California including the afore-jaentioned
"high line" route and modifications thereof consisting of power drops to poini
of terroinus near Castaic and San Bema.rdi;).o, a long tunnel route at elevation
1,870 feet from the San Joaquin Valley to the South Coastal Area, and a coasts
route commencing in the vicinity of Devils Den in the Ssui Joaquin Valley and
extending along the coastward side of the Coast Kange through San Lx'ls Obispo^
Santa Barbara, and leatixfa. CoimtieS; to a terainal reservoir near Castaic in
Los Angeles County.
The 1955 Legislature appropriated $250,000 to its Joint Cosnmittee on
Water ProblofiS for an independent study of the project. This committee employed
Bechtel Corporation to perform the study. The r3S^llts of the Bechtel Corpora-
tion independent reviev of the project were reported to the Committee in "Report
on Engineering, Economic and Financial Aspects of the Feather River Project",
December 31^ 1955 •
The Bechtel report found the project to be engineeringly and finan-
cially feasible and recosmaended among other things, further studies of the
" ... High Line route via Castaic Creek power development and terminating in
San Fernando Valley."
The Legislature of 1956, by the previously quoted budget item, appro-
priated $9,350,000 for fvirther work on the project including about $1,100,000
for studies of alternative aqueduct routes to southern California.
The California Water Plan
The xmprecedented development of Ceaifornia, with attendant increases
in demands for water during World War II and the years immediately following,
served to stimulate public concern over the State's water supply probl-sms. The
California State Legislature, in recognition of the growing State-wide water
problem, by Chapter IplH^ Statutes of 19^7 .» directed the State Water Resources
Board to conduct an investigation of the water resources of California, desig-
nated the "State-wids Water Resources Investigation". Funds were provided in
the 19i^7-i^ budget for conmencsnent of the investigation and additional funds
were provided through 1955 by subsequent Legislatiires .
The "St&te--wlde Water Resources Investigation" was conducted under
direction of the State Water Resources Board by the Division of Water Resources.
Three bulletins have been published pursuant to this investigation. Bulletin
No. 1, "Water Resotirces of California", was F«i'blished in 1951^ and contains a
-s.
compilation of data on precipitation, unimpaired stream runoff, flood flows a
frequencies, and qimlity of water throughout the State. Bulletin No. 2, "Wat
Utilization and Requirements of California", was published in June, 1955> and
includes determinations of the present use of water throughout the State for
consumptive purposes and presents forecasts of prohahle vLLtimate water requir
ments based in general on the capabilities of the land to support further
development. The third and concluding phase of the State-wide Water Resource
Investigation was reported on in Bulletin No. 3> "Report on The California
Water Plan", published in preliminary form in May, 1956. This bvilletin prese
preliminary plans for the full practicable development of the water resources
the State to meet the ultimate water needs therein insofar as possible. The
bulletin describes plans for locail water resource development together with
those works needed for the major transfers of water from the surplus areas of
the north to the water deficient areas of the south, designated the Califomi
Aqueduct System.
As a result of the State-wide Water Resources Investigation, it was
concluded that under conditions of ultimate development about 3^000,000 acre-
feet of water annually must be delivered from northern California to the Sout:
Coastal Area to satisfy ultimate water requirements therein. This quantity o:
water would be in addition and supplemental to supplies obtained from maximum
feasible local water resoiarce developments and imported supplies available fr
the Mono-Owens Systeffi of the City of Los Angeles and through the Colorado Riv
Aqueduct of The Metropolitan Water District of Southern California in the
amounts of about 320,000 and 1,212,000 acre-feet per annum less losses,
respectively.
With respect to the "San Diego Group", which includes San Diego
County, a portion of southern Orange County, and southwestern Riverside Count;
it is estimated in Bulletin No. 3 that on the order of 1,300,000 acre-feet of
-6-
imported water will ultimately be required, which amount is greater than the
total planned ultimate capacity of the Colorado River Aqueduct. Under The
California Water Plsm, the required supply of imported water would be delivered
to this area by a high line aqueduct equivalent to the Feather River Project
High Line route, previously described, by the existing San Diego Aqueduct, and
by two additional aqueducts designated the Barona Aqueduct and the Second San
Diego Aqueduct, all needed to accomplish delivery cf the previously stated
ultimate requirements for imported water in the area. The latter three aque-
ducts would extent southerly from the junction of an aqueduct, carrying
northern California water, with the Colorado River Aqueduct of the Metropolitan
Water District. At this junction water from northern California co\ild be
merged with the Colorado River water, and water from either soxirce would be
available for utilization in San Diego and southwestern Riverside Covinties, emd
in the coastal plain areas of Los Angeles and Orange Counties.
The Barona Aqueduct would extend to a terminus in the proposed Barona
Reservoir, and from San Jacinto south to the reservoir would generally parallel
the existing San Diego Aqueduct to the east, but with a hydraulic gradient
about 200 feet higher. The alignment of the Second San Diego Aqueduct was
taken generally as that set forth in a report by the San Diego County Water
Authority, described hereinafter, with a terminus in Lower Otay Reservoir south
of the City of San Diego.
Studies of Alternative Feather River Project Routes to Southern California
Included in appropriations for the Feather River Project in the
Budget Act of 1956, was about $1,100,000 for work on aqueduct route studies for
the Feather River Project generally south of Devils Den in the San Joaquin
Valley. These studies have as their basic objective the determination of the
most econcmical route or routes for delivering Feather River Project water into
-7-
southern California. Ab a basic premise In these studies^ It Is considered
that the aqueduct shovild be constiructed in the most economical location that
•will permit delivery of supplemental vrater to those areas of need that can
afford to pay for project water end which are ready to contract for delivery
emd uae of such water. In determination of the proper location for the aqueduc
consideration must also be given to existing and proposed water supply facili-
ties 80 that unnecessary duplication or overlap of such facilities will be
prevented.
The Department of Water Resources is presently actively engaged In
these fiLLtemative route studies under an accelerated program designed for com-
pletion of the studies and submission of a report to the Legislature thereon in
1958' The studies in San Diego Cottnty reported upon herein constitute a portio
of this over-all investigation.
The alternative route studies include further detailed investigation
of routes heading generally in the vicinity of Devils Den in the San Joaquin
VsLLley and extending along the coast southerly to the South Coastal Area,
Studies of canal alignments and capacities in the San Joaquin Valley and of
crossings of the Tehachapl Mountains. Further investigation is being made of
the feasibility of utilizing off-peak energy for pumping required eLLong con-
sidered aqueduct routes, and of generating hydroelectric energy dvirlng periods
of peak energy demand in connection with the crossings of the Tehachapl
Mountains. Studies are also being made and estimates prepeired to determine the
rate of increase in demand for water in the various component parts of the
potential project service aurea in order to determine where and when project
water will be needed in the southern California area and to select proper
points of delivery for such water.
other Related I nv estigations amd P.e -jcrt s
In addition to the afor2-iaen.tioned comprehensive water resoiirces
investigations conducted by the Departaient of Water Resources and its predecessor
agency, the Division of Water Resources of the Departnent of Public Works,
information and data contained in csjrtain other prior reports of the Division
of Water Resources and in reports of other e^encies were fo'^nd to be of
materifiil value in the conduct of this investigation.
Of material assistance was the detailed planning work accomplished by
the stsf f of the San Diego Oowity Watar Authority for the purpose of deter-
mining the so-orce of supply, location, and csopacity for a second aqueduct to San
Diego, the results of which invsstigatioa are presented in "Report on the Prob-
able Extent of Authority Area, the Amount and Source of Additional Water Supply
Req.ulrod, and the Syetaiii Recid.r«d to Efficiently Deliver Authority Water to
the Afjencleo Ccxapyrising that Area", d;7,ti:5d Jj.>ic, 1955' This report was reviewed
by a Board of ShftlnourB cofijcsed of Re.j/iiiond A. Hill, John S. Longvrell, and
Carl R. RanJiLn, who pr«?sentad the reeiilts of their review in "Report on Water
Supply for Probable Future Developments in the San Diego County Water
Authority", dated £&pt<=caber 12, 195"? • '^.i-S latter repoi*t was also of great
value to the Depar'iEient of Water Resources.
The report of the San Diego County Water Authority concluded, ancng
other itsms, that an aaueduct obtaining water from the facilities of The Metro-
politan Water District of Southern California to the north should be con-
structed to s. capacity of about 50C second-feet near the San Diego -Riverside
County line, with an alignrient extending southerly, to the west of the exist-
ing Seji Diego Aqueduct, to a point of tsrrcinus in Lower Otay Reservoir south of
the City of San Diego. The Board of Engineers generally approved the location
of the aqueduct but concluded that the capacity shovld be 200 second-feet. The
report of the B'Xird c^f Engineers points out the limitation on availability of
Colorado Hlvor water and the detrimental effects on its availability, which
would result frowi construction of the Upper Colorado River Storage Project.
The report also states that the most desirable point of delivery for Feather
River Project water, from the standpoint of the San Diego County Water Authority,
would be at the west portal of the Sam Jacinto Tunnel on the Colorado River
Aqueduct .
During the course of the investigation, studies were initiated by The
Metropolitan Water District of Southern California on an aqueduct southerly
from their facilities near San Jacinto to the San Diego Covmty line. Discus-
sion with District officials and field data from a drilling program undertaken
by the District were of material assistance to the Department of Water
Resources .
Set forth in the following tabulation are other reports containing
valuable material and data utilised by the Department of Water Resources in
connection with the preparation of this report:
Board of Engineers, Caldwell, David H-, Hyde, Charles Oilman, and Rawn, A M.
"Report on the Collection, Treatment and Disposal of the Sewage of
San Diego County, California". September, 1952.
Boyle Engineering. "Proposed Water System for the Poway Municipal Water
District". April, 1954.
Boyle Engineering. "Engineering Report to the Carlsbad Municipal Water
District". June, 1955-
Boyle Engineering. "Proposed Water System for the San Marcos County Water
District". June, 1955.
Boyle Engineering. "Engineering Report to the Valley Center Municipal
Water District". July, 1955.
Burkholder, J. L., General Manager and Chief Engineer. "Report on the Need
and Feasibility of Increasing the Capacity of the San Diego Aqueduct".
San Diego Co\anty Water Authority. June, 19i^8.
.10-
California State iDe?arte.s-;it of Public Worics, Civielon of Water Resources.
"Saa Diego Cooaty Investigatio.i" . Billetia !fo. U8. 1935.
California Stete Department of Public Works, Mvlsioa of Water Resources.
"San Luis Key River Investigation". Bulletin Mo. k&k. 1936.
California State Depe^cment of Public Wor?i:s, DivisloD. of Water Reao'orces.
"Report on Water Supply of La Mesa, Lemon Grove, ead Spri;ig Valley
Irrigation District in Saa Diego Coimty". April, 19'+7.
California State D-epe.riasent of Ps-iblic Works, Division of Water Resoxirces.
"San Dieguito and Sa.i Diego Rivers In-«estigation" . Bulletin No. S5.
19^9.
California State Depa:ri33e-xfc of Public Works, Division of Water Reso'irces.
"Santa Margarita ?d.ver Investigation". B^iLletia Ko. 57. June, 1956.
Helix Irrigation District. "Annual Reports". 1953 to 1955, inclusive.
San Diego County Water Authority. 'Annual Reports". 19^6 to 1955, inclusive.
State Council of DefeasQ. "Report No. 3 Sea Diego Region". March, 19*^3.
United States Depar'Jxner'.t of tiie Interior, Bureau of Eeclaaaation. "Investi-
gation De3ig;a emd Construction of the Sen Diego Aqueduct". 19^.
United States Eepartnent of the Interior, BuiT'saii of Seclamation. "Report
on Sa^ Diego Project, Metropolite^ CoJinectlon Ealargeseat". January,
1951.
United States Savy, Eleventh laval District. "San Diego Aqueduct Project".
July, 19i^S.
Vista Irrigation mstriot. "Annual B.fipoz'c and Fin^iicial Statement". 1955-
Water Department,. G;^t/ of San Diego. •'A-a.ncSvl Report". 195'+"55«
O'c^ectlves aad Scope of InTest igation and Report
CcxBpliesice with the spirit a-id intent of the legislation authorizing
the investigation of alterjiiitlve leather R'.Tcr Project A(5.aeduct Routes to San
ft Diego Co:.inty necessit-^ited consideration of a^(2i2duct capacity and location con-
sistent with the concarraat studj' of elterriative Feather River Project Aqueduct
Routes to southeiBL California and the long-reuage objectives of The California
Water Plan, and consideration of the rscogirLsed immediate critical water supply
problem of the San Lisgo CDuaty area. The objectives and scope of this investi-
gation were, th-erefore, designed to develop e, prjgraja of aqueduct construction
-11-
that would comply with all of the foregoing considerations and thereby provide
for both the present and future water needs of the San Diego County area.
General Criteria Affecting Aqueduct Location
The need for additional water in the San Diego County area is urgent,
requiring immediate action to effect construction of additional aqueduct capa-
city at the earliest practicable date. At the present time there exists only
one source of supplemental water for the San Diego Coionty area, the presently
surplus Colorado River water available at facilities of The Metropolitan Water
District of Southern California.
On the basis of studies reported on herein, it is evident that, with
provision for additional water, San Diego Coimty and adjacent areas will exhi-
bit substantial growth in the immediate future which will severely tax supplies
available from existing sources including the Colorado River. It is also shown
herein that the area with the greatest immediate growth potential is in the
lower-lying coastal section of the Cotmty.
Further, it has been shown in State Water Resources Board Bulletin
No. 3 that full satisfaction of the ultimate water requirements of the San
Diego County area will require a physical connection between an aqueduct
delivering northern California water and the Colorado River Aqueduct near San
Jacinto, since these reqiiirements are In excess of the planned ultimate capa-
city of the Colorado River Aqueduct.
It is thus apparent that construction of the next aqueduct to San
Diego County from a connection with facilities of the Metropolitan Water Dis-
trict is logical not only with respect to the present critical situation but
also with regard to the long range development of the area. Regardless of the
route or routes finally selected for the Feather River Project leading from
-12-
northern California, the need for uuch water will bo in that portion of the Bar.
Diego County area which could also be most readily served with Colorado River
water .
In view of the foregoing, it was concluded that an aqueduct, which
would serve Feather River Project water to the County, must, in the interim
until such water is available, be capable of conveying presently siirplus
Colorado River water available at facilities of The Metropolitan Water District
of Southern California near .;an Jacinto. This was adopted as a basic premise
in this investigation.
Routes through San Ber na rdino and Riverside Counties
Senate Concurrent Resolution No. 19; previously quoted, directs that,
in connection with studies of alternative aqueduct routes to San Diego County,
possible routes for an aqueduct throvigh San Bernardino and Riverside Counties
are to be considered and a report thereon is to be submitted to the Legislature
in its 1957 session. In compliance with this request, the Department of Water
Resources has under way studies of alternative routes through San Bernardino
and Riverside Counties from various points of entry for the Feather River
Project Aqueduct Into the South Coastal Area.
As previously mentioned, over-all studies to determine the most
economical aqueduct route or routes for the Feather River Project into the
southern California area either by a coastal route or via a high line route or
modifications thereof throiogh the Tehachapi Mountains are now under way. These
studies are scheduled for completion in the spring of 1958; at which time a
report will be submitted to the Legislature.
On the basis of preliminary work conducted to this time, it is con-
cluded that determination of the location of the Feather River Project Aqueduct
through San Bernardino and Riverside Counties must necessarily await completion
-13-
of the foregoing studies since location of this portion of the aqueduct is
inherently dependent on the choice of the route south of Devils Den in the Seui
Joaquin Valley and upon determination of points of delivery for project water
in the southern California area.
Objectives
In consideration of the factors discussed in the preceding sections
8uad in accordance with the intent of legislative directive, the principeil
objectives of this investigation may be summarized as follows:
1. Determination of the most economical route for an aqueduct which
covild serve Feather River Project water to the Sein Diego County area and, in
the interim until such water is available, be utilized to deliver Colorado River
water to the area.
2o Determination of the most economical capacity for this aqueduct
to provide for the water needs of Saa Diego Covinty and adjacent areas for a
reasonable period in the future.
3. Determination of the cost of an aqueduct and appurtenant facili-=
ties consistent with (l) and (2).
Acccsnplishment of the foregoing objectives necessitated consideration
of the following factors;
1. The magnitude and natvire of the futvjre demand for water in the
potential service area of the aqueduct and the variation in such demand as may
occvir with aqueduct location and price of water. In this connection, it was
assvnned that water adequate in q\iantity and qviality to satisfy estimated futvire
needs would be available to the aqueduct, which assimiption is consistent with
the stated policy of Ihe Metropolitan Water District of Southern California and
with the objective of The California Water Plan.
=11^.
r
2. Provision of" maximum water service at minimum over-all cost
requiring (a) comparison of the cost of alternative aqueduct routes giving
proper consideration to cost of facilities necesseuy for regulation and convey-
ance of water to the service areas, and (b) evaluation of these routes from the
standpoint of maximum integration with existing water supply facilities to
avoid unnecessary overlap and duplication of such facilities.
Scope '^
The investigation of eiltemative Feather River Project Aqueduct
Routes to San Diego County was initiated in May, 1956, thro\;igh a provision in
the budget act which made funds available to the predecessor agency of the
Department of Water Resotirces, the Division of Water Resources of the Department
of Public Works, prior to the beginning of the fisceJ. year. Subsequent to
creation of the Department of Water Resources on July 3) 1956, work was con-
tinued by the Southern California District Office of that agency.
As an initial step in the investigation, the attempt was made to
prociire and einalyze all prior pertinent information and data. Of particular
value were discussions held with officials of the San Diego County Water
Authority, from whcm basic data relating to this agency's prior aqueduct
studies were obtained.
Prior to deteiiled work on aqueduct costs and alignments, a complete
study was made of future development as it will affect future demand for water
in the potential aqueduct service area. In this connection, for the potential
aqueduct service area the following studies were initiated simultaneously:
projections of probable future population growth; economic studies of the
fut\ire of irrigated agriculture, industry, and commerce; field studies of land
use potential with reference to adaptability of the land to crops and to urban
and suburban developments; studies of the ability to pay for water by crops
-15'
climatically adapted to the area; and review of unit uses of water by urban,
suburban, and agricultural entities.
Personal contact was made by Department representatives with each
major water service agency in the potential aqueduct service area to obtain the
views of those experienced in water matters in the area on the potential for
growth and increased water demand. These persons and entities were contacted at
the initiation of the studies, during the course of the investigation, and sub-
sequently after preliminary resvilts had been obtained. In many cases, the
valuable advice of such persons and agencies resiilted in modification of
preliminary values of future water demand.
Layouts for the several aqueduct routes considered together with
estimates of cost therefor were prepared utilizing available U.S.G.S. topo-
graphic maps. These map studies were supplemented by field reconnaissance in
order to refine selected alignments and to provide field data on materials
classification and required structures. In certain instances where topographic
coverage was deemed inadequate at critical structures, additional topography was
obtained in the field.
Operational studies were made to ascertain the proper balance between
aqueduct capacity and the location and capacity of regulatory storage reser-
voirs. These studies also considered the integrated operation of the existing
San Diego Aqueduct and other systems serving the area with the new aqueduct. In
this connection, the cost of major conveyance units from the aqueduct to serve
areas of need was given consideration.
Study VTas given to the economics of various sizes and types of
aqueduct, including reinforced concrete and steel pipe line as well as canal
section, and also to the economics of steiged construction of aqueduct facilities
as demands for water dictated.
-16-
A detailed description of the investigation of alternative Feather
River Project Aqueduct Routes to San Diego Covinty and the resiilts of the inves-
tigation are hereinafter presented in the three ensviing chapters. Chapter II,
i''ut\.u-e Demands for Imported Water", describes the studies of euad presents
estimates for probable future growth of San Diego County and southvestem
Riverside County, and the attendeint demands for imported water therein.
Chapter III, "Alternative Aqueduct Routes", describes the methods and procedures
used in making economic comparison of alternative aqueduct routes leading to San
Diego County, the results of the comparison, and a description of the location
and features and estimates of cost of aqueduct facilities selected for Immediate
construction. Chapter IV, "Conclusions and Recommendations", contains conclu-
sions and recommendations resulting from the investigation. Appended to the
report are pertinent maps and graphical presentations of the results of the
investigation, together with preliminary plans and profiles for the selected
aqueduct route, and also typical preliminary designs of appurtenant aqueduct
facilities, which were utilized in preparing the final cost estimate.
Detailed data and calculations, too vol\iminous for publication, are
available in the files of the Southern California District Office of the
Depeurtment of Water Resources.
Area of Investigation
In accordance with the basic objectives of the investigation, the
principeUL area reported upon herein is that which could feasibly be provided
water service from an aqueduct originating at facilities of The Metropolitan
Water District of Southern California, between San Jacinto and Lake Mathews,
and extending therefrom to San Diego Covinty, and is hereinafter generally
referred to as the potential aqueduct service area. This area comprises the
southwesterly portion of Riverside County, generally south of the Colorado
River Aqueduct, and that portion of coastal San Diego Covinty lying, for the
-17-
most part, below elevation 1,700 feet. This is the area now facing a critical
water shortage and that which was foimd to have the greatest immediate develop-
ment potential.
In this investigation consideration was given to the possibility of
development of water demands in the higher areas of San Diego and southwestern
Riverside Counties lying above elevation 1,700 feet. Land classification
surveys conducted during this and previous investigations indicate that there
are irrigable and habitable lands in these higher areas. However, based upon
preliminary engineering and economic studies, it was found that, because of
their remoteness and elevation, these higher lajids could not economically be
supplied with water at this time from an aqueduct diverting from the Colorado
River Aqueduct. Such lands wo\ild in the future receive water service from the
previously described "High Line Aqueduct" under The California Water Plan.
The area investigated in Riverside County generally includes the
southern portion of the San Jacinto Valley and the adjoining Ferris, Menifee,
and Domenigoni Valleys, and the Temecvila and Pauba Valleys which drain to the
Santa Margarita River. There are also some substantial areas of rolling hill
land located north of Temecula Creek which are expected to have considerable
economic importance in the future. Portions of this area, largely lands within
Eastern Municipal Water District of Riverside County, presently support a
highly developed agricxoltural economy.
The area investigated in San Diego County consists in lajge part of
mountain or hill lands interlain by relatively slender stream valleys. The
coasted segment is characterized by rolling hills and mesa lands, a substantial
part of which has already experienced intensive develojment of both urban and
agricult\Aral nature.
The location of the area investigated is shown on Plate 1, "Location
of Investigational Area" . Also shown on Plate 1 are the locations of the
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reatvires of the Feather River Project, as presently contemplated, anr. tfce
facilities of the existing Colorado River Aqueduct of the Metropolitan Water
)istrict .
The climate in the San Diego Aqueduct service area is generally mild
lear the coast, with relatively light precipitation. Proceeding inland, as
jlevations increase, temperature variations become wider and precipitation
jecomes heavier. Mean seasonal precipitation is approximately 10 inches near
;he coast and in excess of kO inches at the highest inland elevations of the
tributary watersheds. Precipitation occxirs principally in the winter months,
d.th about 90 per cent of the seasonal total generally occurring dxiring the
aonths from November through April.
The principal streams draining the area include the San Jacinto,
5anta Margarita, San L\iis Rey, San Dieguito, San Diego, Sweetwater, Otay, and
[ia Juana Rivers. Runoff in these streams is subject to wide variation from
season to season and, because of the nature of its origin in precipitation,
3cc\irs almost entirely during the months from November through April,
ft Included in the area are the densely populated San Diego Metropolitan
flrea surrounding San Diego and Mission Bays and the less populous but rapidly
srowing camntinities of Escondido, Oceanside, Carlsbad, Fallbrook, and Rainbow,
rt is estimated that the pop\LLation of San Diego County increased frcm about
550,000 in 1950 to more than 850,000 on January 1, 1957- About 700,000 of these
people reside in the San Diego Metropolitan Area. The mild and equable climate
in the area, of world-wide renown, has been and, it is believed, will continue
to be a major factor in this rapid rate of population growth.
Agriculture, principally the raising of subtropical fniits, has
expanded rapidly in San Diego County during recent years. Although the citrus
Industry in the South Coastal Area has declined in importance in recent years,
the raising of avocados has expanded rapidly. The high monetary return from
this crop permits payment of a relatively high rate for irrigation water.
-19-
Aircraft manufactiire and fishing are major industries in the area.
The capital investment in plants and equipment for these industries has almost
doubled since 1950. In addition the headquarters of the Eleventh Naval Dis-
trict, including training, repair, air, supply, and radio facilities, are
located in the San Diego Metropolitan Area, and Camp Pendleton, the largest
Marine Corps base in the nation, is located near Oceanside.
In studies for preparation of The California Water Plan, it was
determined that more than 70 per cent of the nmoff of streams in San Diego
County is controlled by existing surface and underground storage developments .
The San Jacinto River, the only major stream in the Riverside County portion of
the area, is essentially fully controlled. Because a high degree of control
over runoff from most streams in the area is already being effected, further
conservation of infrequent flood flows of these streams will necessitate con-
struction of relatively large and expensive surface storage developments.
Fijirther, the yields obtainable from such developments are small when compared
with the futxire water requirements of the area. It was determined in the
studies of The California Water Plan that the probable ultimate seasonal
supplemental water requirements of San Diego County, southwestern Riverside
County, and southern Orange County (San Diego Group), are about 1,300,000 acre-
feet, whereas the considered maximum practicable additional yield from storage
developments that could be constructed on the streams in the Ssm Diego Group
would be about 60,000 acre-feet per season. It therefore becomes apparent
that, in the future, additional development of local water supplies in San
Diego County will be relatively insignificant and that additional facilities
for importation of water from outside sources are vital to further development
of the area.
Water supplies for the present water-using entities in the San Diego
Aqueduct service area are derived from existing surface storage developments.
-20-
from importations of Colorado River -firaiter througb. th= existing S&n Liego Aque-
duct, and to a lesser eicteikt by primping from groiuad water etoreige. The safe
seasonal yield of present water supply developmerit is about 11+8,000 acre-feet,
of ^riiich amormt about ons-half is from siarface storage developments, with
about ll«-l,000 acre-=feet per season beixig obtained through the existing San
Diego Aqueduct. The existing facilities for development of surface water sup-
plies emd for importatioa of Trater from outside sources are shiTwa on Plate 2
entitled "Major Existlug Water Supply ?e,fiilitiea".
The major storeige reservoirs ia the area are listed in the following
tabvilation accompaaied by data on their '.capacities axA airea of water service:
Water in
Storeys storage
capacity, or. l-l-JT
in in
Stream acre-feet acre-feet
Reservoir
Morena
CottoEwood Creek
50,200
m
Bsirrett
Cottonwood Creek
W-,8C0
867
Upper Otay
Proctor V8j.ley Greek
2,800
&>38
Lower Otay
Otay River
56,300
it, 620
Chollas
Trib. Las Chollas Cr.
310
292
El Capitan
Saa Diegc River
ll£,80fj
6,1+53
San Vicente
San Vi^ezrte Creek
90,200
36,0''+5
Murray
Chapparel Gai*.yon
6,000
3:>^52
Sutherland
Sa::.ta Ysabel Creek
29,700
1,752
Hodges
Saa Dieguito River
33,600
2,071
San Dieguito
Trib. Esoo:a>21do Creek
i,ia^
795
Ciiyamaca
Boulder Criaak
.12,000
Sweetwater
S«reefr»B.t(».T Rix-er
28,000
5,615
Loveland
Sweetwater River
25,r/x)
l,5C0
Henshaw
San Luis Rey River
19^,000
2,027
Vail
TemeeniLa Creek
50,000
__6l9
Area served
City of SsuQ Diego
City of San Diego
City of Saa Diego
City of San Diego
City of San Diego
City of Sea Diego
City of Sa?. Diego
City of Sam Diego
City of San Diego
City of Sau. Diego
City of San Diego
leiix Ir;rlgation
Dlstri.2t
Ch-tL!.a Vista,
National City
Chtila Viata,
National City
Vista, EsGondido
Vail Ranch
TOTALS
736,810 66,885
Water is import.sd to water service areas in Sem Diego and south-
western Riverside Counties thro-ag.fe the ejcisti::^ facilities of the Colorado River
Aqueduct aad the San Diego Aq,uedu?.t, both cf which are shown an Plate 2.
-21'
The initial features of the Colorsuio River Aq.ued.uct vere completed by
The Metropolitan Water District of Southern California in 19^1. The aqueduct
consists of a series of pumping lifts and 2*4-2 miles of condiiit leading from Lake
Havasu on the Colorado River, westward across the Colorado Desert, passing
through the San Jacinto Mountains in San Jacinto Tunnel and terminating at Lake
Mathews about 12 miles southwest of Riverside.. The aqueduct has an initial
hydravolic grade line elevation of ^50 feet at the Coloreido River, a maximxmi
grade line elevation of about 1,800 feet at Hayfield pump lift, and a grade line
elevation of about 1,505 feet at the west portal of San Jacinto Tunnel. The
initial facilities instatLled included only sufficient p\imping units and siphon
barrels to make possible the conveyance of a continuous flow of about 600
second-feet. During the past year, construction of additional works along the
aqueduct have reportedly increased the capacity to about 1,000 second-feet.
During 1956, the Metropolitan Water District obtained authorization
from the legislature and from the voters in the District for issuance of bonds
in the amount of about $65,000,000 to finance the construction and installation
of pumping and siphon facilities necessary to provide ultimate conveyance capa=
city of the aqueduct of about 1,600 second -feet. The District proposes to
complete this work in Jime, 196O,
The existing San Diego Aqueduct was constructed with two barrels of
approximately equal capacity. The first barrel was constrxicted by the United
States Navy and completed in 19^7^ as an emergency measxu°e to provide water
supplies made necessary by expansion of military and industrial installations
and the attendant population increases resulting from World War II. The second
barrel of the aqueduct was constructed by the U. S. Bureau of Reclamation and
completed in 195^- Ownership and operation of the aqueduct were assumed by the
San Diego Covinty Water Authority by contract with the United States ^ich pro-
vides for repayment of the construction costs by the former agency with partial
-22=
assistance of the Metropolitan Water District. The conveysuice capacity of both
barrels of the aqueduct under present operating conditions is in the order of
195 second-feet. During the 12 -month period ending July 31 > 1956, the aqueduct
conveyed a toteil of lUl,000 acre-feet or an average continuous discharge of
19I4. second-feet.
Surface storage developments constiructed on streams draining the San
Diego County area have a nominal safe yield of about 66,000 acre -feet per
season. During the cvirrent and continuing drought, presently in its thirteenth
year, storage in these reservoirs has been so depleted that the safe yield
thereof vlll not be restored without the occurrence of substantial local runoff.
As shovm in a prior tabulation, the storage reserve on January 1, 1957 ^ was
about 67*000 acre-feet or about 9 per cent of the total storage capacity avail-
able, the leargest portion of \rtiich was imported Colorado River water. The
existing Colorado River Aqueduct is presently satisfying the bulk of the water
needs of the area. Without substantial augmentation of storage in the reser-
voirs from local runoff, it is estimated that there will be a deficiency in
water supply in the area of about 30,000 acre-feet d\iring 1957 • Even with
restoration of the safe yields of the depleted reservoirs, anticipated rapid
growth and attendant increase in water demand will so increase the water
requirements in the San Diego Coixnty area, within two to three years, that the
combined supply from the existing San Diego Aqueduct and loceLL sovirces will be
insufficient to satisfy demand thereon.
Responsible local agencies in the San Diego County area, recognizing
this serious threat to their economy, are presently conducting an intensive
campaign to conserve water. It is hoped by this campaign that the afore-
mentioned water shortage which would be largely felt in the northern San Diego
County agricultural areas, will be somewhat mitigated.
-23-
Local Activity Relative to
Proposed Second San Diego Aq.ueduct
Since the initiation of this investigation in May of 1956, by the
Division of Water Resoiirces, certain actions relative to the financing and con-
structing of a second aqueduct to convey Colorado River water to San Diego
County have been initiated by interested local agencies. In this connection,
the Department of Water Resources addressed a letter dated January 3; 1957^ to
the Boards of Directors of The Metropolitan Water District of Southern
CfiLLifomia and of the San Diego County Water Authority, requesting a statement
of their Intentions regarding the financing and constructing of a second aque-
duct to San Diego Covinty. The letter is enclosed in Appendix A of this report.
Mr. Joseph Jensen, Chairman of the Board of Directors of The Metro-
politeui Water District of Southern California, by letter dated January 2h,
1957 > reproduced in Appendix A of this report, notified the Department of Water
Resources of action of the Board of Directors with regard to construction of an
aqueduct to San Diego County. The letter is quoted in part as follows:
"Following its consideration on January 22, 1957^ the Board of
Directors instructed me to inform you that it is the intention of
this District to build an aqueduct to deliver additional water to
the San Diego County Water Authority and that construction on it will
begin within the present year.
"Previously, on Januaxy 8, 1957 > yovir foregoing letter was
referred to Mr. Robert B. Diemer, General Manager and Chief Engineer.
His specific recommendations contemplate an aqueduct capable of
delivering to San Diego County l80,000 acre feet of water a year,
the first l6 miles from the point of diversion at the Colorado River
aqueduct to Auld Valley to be open canal having a capacity of 500
cfs and the remainder to be a pipe line having a capacity of 250
cfs."
Mr. Richard S. Holmgren, General Maneiger and Chief Engineer of the
San Diego County Water Authority, by letter dated Janviary 29, 1957^ enclosed
in Appendix A of this report, notified the Department of Water Resources of
adoption of a statement of policy by the Authority's Board of Directors,
-2k-
attached to the foregoing letter, In irtilch the Board, "... urged the immediate
construction of the Aqueduct by Metropolitaji Water District; and support for a
"bond issue within the Authority area to finance the Authority's section of the
Aqueduct." Mr. Holmgren's letter further notified the Department of Water
Resoxirces of action of his Board of Directors directing him to, " ... proceed
vlth preparation of engineering plans and specifications for the Second Aque-
duct along the westerly route, as set forth in the State's alternate aqueduct
route study, subject to such modifications as may be desirable in the light of
fxirther engineering sttidies."
-25-
CHAPTER II. FUIURE DEMANDS FOR IMPORTED WATER
In order to select the proper route and capacity for the proposed San
Diego Aqueduct from economic and engineering standpoints, it was necessary to
give consideration to the timing, location, and magnitude of future demands for
ing)orted water in the potential aqueduct seinrLce area. A study was therefore
made of the probable rate of increase in demand for water in San Diego and
southwestern Riverside Counties, giving consideration to probable increases in
population and irrigated agriculture and to factors influencing such growth.
This chapter contains a description of this study and a summary of the results
thereof .
K In studies of future water demands, it was possible to take advantage
of prior data compiled by the Ssin Diego County Water Authority in connection
with preparation of the previously mentioned reports of the Authority and of
its Board of Consulting Engineers. Use was also made of material and data
contained in the afore -mentioned Bulletin No. 2 of the State Water Resources
Board, and Bulletin No. 57 of the Division of Water Resources.
W Personal contact by Depajrtment representatives was made with officials
of each of the major water service agencies in the investigational area to ob-
tain the opinion of those experienced in water matters of the potential for
■
growth and increased water demand therein. These persons and entities were con-
tacted at the initiation of the studies, during the course of the investigation,
and subsequently after preliminary results had been obteiined. In many cases,
the valuable advice of such persons and agencies resulted in modification of
preliminary vaJ.ues of future water demand.
T As previously stated, a basic premise in the studies of future water
denands in the service area of the proposed San Diego Aqueduct was that water
adequate in quantity and quality to satisfy future water needs therein would be
-27-
made available to existing and proposed import facilities. By this premise, it
is assumed that growth and development in the potential water service area will
not he inhibited by lack of a suitable water supply, but rather will be a
function of other influencing conditions and factors, as hereinafter discussed.
Ifethbds and Procedures
The general procedure followed in estimating future demands for
imported water in San Diego and southwestern Riverside Counties consisted of
the following steps:
1. An economic study of the area in order to evaluate the relation-
ship of present levels of agricultural, commercial, and industrial development
to the present magnitude and distribution of population and to the present
extent of utilization of irrigable and habitable lands.
2. Extension of the economic study to estimate the potential for
future development of irrigated agriculture, commerce, and industry in the area.
This study included a detailed field classification survey of lands in the area
to determine their adaptability to and availability for the various uses
associated with future agricultural and urban and suburban enterprise.
3. Studies of present unit use of water by urban and suburban and
agricultural developments in the investigational area and in comparable areas of
the State and the nation aind preparation of estimates of future unit uses of
water for such developments.
h. Estimates of future population growth based on the economic fac-
tors evaluated under Items 1 and 2 together with employment of standard statis-
tical methods of population projection.
5. Estimates of the areal extent of future irrigated agricultural
lands based upon the afore -mentioned economic studies, with consideration given
to the physical limitations of potential agricultural area by probable future
-28-
encroachment of urban and suburban development thereon, effects of ability to
pay for water by climatically adapted crops, financing capacities of existing
and proposed water service agencies, location of alternative aqueduct routes
and costs of conveyance of water therefrom, and to other influencing factors.
6. Estimates of future water requirements in the potential aqueduct
service area for each alternative aqueduct route investigated based upon (l)
estimates of unit uses of water, (2) probable future population and area of
urban and suburban development, and, (3) probable future areas devoted to
irrigated sigri culture. In this connection considei-ation was given to the
firm water supplies available from local sources.
Estimates of future water needs in the potential aqueduct service
area were developed for a i+O-year period commencing in 1960 eind extending imtil
the year 2000. The year I960 is considered the probable time of completion for
a new aqueduct to be constructed to San Diego County. The kO-ye&T period was
considered to be of sufficient length to provide a basis for estimating long-
term trends in water using developments, and to pennit proper economic com-
parison of several alternative plans of aqueduct construction, both as to
location and capacity. The forty-year period was selected for the purposes of
analyses and has no significance with regaard to the useful life of facilities
hereinafter considered for construction nor with regard to the timing or avail-
ability of future imported water supplies.
For analytical purposes, all landi -^ ^^ 't was considered might
receive water service from the existing or propose^ San Diego Aqueduct were
segregated into 52 subareas, each of which was given individual study.
As stated in Chapter I, it was concluded, after preliminary recon-
naissance, that only that portion of the investigational area generally lying
below elevation 1,700 feet could feasibly be served water from the proposed San
Diego Aqueduct. Therefore, analyses of certain of the higher and more remote of
-29-
the 52 subareas were not carried to the degree of refinement given to those suh-
areas considered to be within the potential aqueduct service area.
The boundaries of the subareas were laid along the boundaries of
presently organized local water service agencies wherever such agencies existed.
The boundary locations of unorganized areas were adopted for study purposes on
the basis of topographic features and geographical location of the lands,
reflecting the physical problem of serving water thereto. An added influencing
factor in selection of the subareas was their location relative to presently
organized areas and the possibility of their eventual inclusion in such areas
in order to take advantage of utilization of common water conveyance facilities.
The foregoing subareas are listed by name and number in Table 1. The table also
shows the gross area of each unit, the estimated areas of developable lands in
each, and the approximate range of elevations of the lands contained therein.
The estimated areas of developable lands in each subarea were derived from land
classification surveys as reported in State Water Resources Board Bulletin No. 2,
Division of Water Resources Bulletin No. 57, and the survey described hereinafter.
The subareas designated in Table 1 by numbers are identical to those
utilized by the San Diego County Water Authority in its previously mentioned
study and report of 1955. The subareas designated by letters are additional
subdivisions of the investigational area defined by the Department of Water
Resources during this investigation.
-30-
TABLE 1
GROSS AREAS AND AREAS OF DEVELOPABLE LANDS
IN SUBDIVISIONS OF THE WATER SERVICE AREA
OF THE PROPOSED SAN DIEGO AQUEDUCT
Estimated
Range of
Subareas
Gross :
net areas of
elevation.
area, :
in acres :
developable
leinds, in
in feet
:
(U.S.G.S.
Name : Number
acres
datum)
Ssji Diego County-
San Diego Metropolitan Area
(225,000)
(225,000)
0-1,800
Rio San Diego Municipal
Water District
5
19,400
19,400
300-1,000
Helix Irrigation District
6
30,000
30,000
300-1,400
South Bay and National City-
7
17,100
17,100
0- 300
San Diego
12
76,300
76,300
0- 800
Otay Municipal Water District
16
60,000
60,000
100-1,800
Imperial
20
14,700
l4,700
0- 400
Near Miramar
26
7,500
7,500
100- 400
Oceanside-Carlsbad Metro-
politan Area
(43,360)
(34,820)
0- 500
Carlsbad Municipal Water District
2
20,630
16,480
0- 500
Oceanside
8
8,210
6,630
0- 400
Near Oceanside
27
14,520
11,710
0- 400
Escondido Metropolitan Area
(24,330)
(19,860)
600-1,500
Escondido
3
1,940
1,940
600- 800
Rincon del Diablo Municipal
Water District
11
22,390
17,920
600-1,500
Santa Fe-San Dieguito Area
(24,090)
(18,790)
0- 300
San Dieguito Irrigation District
13
4,560
4,000
0- 300
Santa Fe Irrigation District
14
10,250
8,390
0- 300
East of San Dieguito
25
9,280
6,420
0- 300
Bueno Colorado Municipgil
Water District
1
51,700
36,210
200-1,700
Fallbrook
k
l6,i40
8,280
30c- 900
Poway Municipal Water District
9
11,540
7,140
400-1,300
Rainbow Municipal Water District
10
35,390
22,200
200-1,3.00
Valley Center Municipal Water
District
15
55,190
23,530
300-1,800
Ramona Municipal Water District
17
23,100
14,280
1,300-1,700
Pvajicho El Cajon
l8
16,510
6,530
1,000-3,000
Pauma Valley
19
12,750
5,770
800-2,200
North of Santa Fe
2k
9,530
4,750
100-1,000
South of Lake Hodges
28
32,880
13,040
100- 800
East of Del Mar
29
39,270
22,820
0-1,200
Lo-wer Paioma Valley
30
25,290
8,430
200- 700
Camp Pendleton*
135,000
62,000
0-2,300
Camp Elliott*
38,000
17,000
300- 900
Jamul
A
75,160
17,780
500-3,000
Loveland
B
47,180
8,590
1,000-2,500
Potrero
C
31,370
6,530
2,000-3,500
Morena*
D
46,000
9,000
2,500-3,200
■31-
GROSS AEEAS AM) AREAS OF Di'ii'ELOFAELE LANDS
IDS SUBDIVISIONS OF THE WATER SERVICE AESA
OF THE PROPOSED SAH DIESO AQOESUCT
(conti:iued.)
: Estimated
Range of
Subareas
Gross
:net ai-eas of
elevation,
area,
in acres
: developable
: lands, in
in feet
•
•
(U.S.G.S.
Uame
; Number
: acres
datum ^
San. Diego CovLat^ (contin-ued)
Live Oak"^
E
25,000
9, COO
3,000-4,000
El Capitaa
F
.Ul,6lO
13, '^70
l,0O3'-4,000
C-oyamaca®'
a
258,000
500
1,500-6,500
Riacoii
H
33,,?80
10,220
400-1,700
San Vicente
I
70,000
13,890
7CO"3,000
South Sutherland
J
22,710
6,350
1,600-2,500
Gue^ito
K
75,190
19,7^0
i,aoo-3,500
Sutherland'*
L
75,OCiO
20,000
2,500^4,200
Eeashaw*
M
69,00c
11,000
2,700-4,300
Ague Tlbia^
^
3B.A7O
1,320
1,200-1,700
Palosnar®-
67, ''000
7,000
2,400-3,500
Chihuahua®'
P
56,000
3,000
4,100-5,000
lorfch of Peadleton^
W
35^000
4,600
500-1,000
Subtotals, Saa Diego County
1,73s, 5i^0
712,460
South'wester'i Riverside^ Courjity
Temecuia'*'' ' ' '""
Q
24,120
1,920
500-2,200
Vaii^
R
77,850
13,370
1,00«>2,300
Murrieta'^
S
71,360
22,330
1, ox "1,800
Cottonwood^
T
83,510
8.530
l,60C?-2,800
Anza^
U
92,420
13,340
2,700-4,500
Winchester South®"
¥
_86pOOO
6q^oe-o
1,400-2,100
Subtotals, South'westem
Riverside County
435,260
119,490
GRAFD TOTALS
2,217,80*3
831,950
a. Data derived from State Water P^esou'i.'ces Bcafd Btilletia Ko. 2.
b. Data derived frjra Division of Water Eesouirces Bvilletin Ho. 57 •
-32-
It will be noted in Table 1 that a number of subareas were combined
into larger eireas designated. "Metropolitan Areas" in consideration of the proba-
ble nature of future development, and since after preliminary study, it was
concluded that the economic aspects and water supply problems of the individual
subareas were so closely related that evaluation on an individual basis would
be unnecessary. These metropolitan areas were designated San Diego, Oceanside-
Carlsbad, Escondido, and Santa Fe-San Dieguito. The boxindaries of the fore-
going subareas and metropolitan areas are delineated on Plate 3, entitled
"Subdivisions of Investigational Area".
A systematic analysis was made of each subdivision of the investi-
gational area, which euialysis consisted of evaluation of eleven different
factors which would affect the future growth and attendant demand for water
therein. Data on these influencing factors were obtained from all available
sources, including official records, published reports, personal interviews with
officials of local, private, and governmental agencies, and field investigations
and surveys by Department personnel.
The factors studied for each subarea are listed and discussed as
follows :
1. Climatic Conditions - A mild, equable climate has played a major
role in the development of the San Diego area. Large nimbers of people have been
attracted to the area by the climate and certain industries have moved in to take
advantage of the available labor force. The long frost -free periods in certain
portions of the area are favorable for the production of valuable subtropical
fruits and other specialty crops, which has led to the development of intensive
irrigated agriculture where water is available. However, since all parts of the
investigational area are not equally well adapted to production of these valuable
crops, each subarea was analyzed individually with regard to this factor.
-33-
2. Transportation Facilities - For urban development, a basic road
system is essential. Also, good main highways, rail facilities, ship docking
facilities, and airports all aid in the development of commerce and industry,
which in turn stimulates further urbaMzation.
For agricultural development, a road system need not be as elaborate
as in urbsin areas, and other types of treinsportation facilities essential to the
urban community are not necessary to agricultural growth. However, as access
must be provided into cultivated areas, existing roads enable development to
occur more rapidly than if there were no such facilities.
3. Present Level of Urban and Agricultural Development - The present
level of development determines to a large extent the rate of immediate growth,
but becomes less important with the passage of time. There are in existence,
in any extensively developed urban or agricultural area, utilities, roads,
schools, commercial establishments, and other facilities required for sejrvlcing
the needs of such areas. As between two areas with the same development poten-
tial, that area with the larger present economic base, with other Influencing
factors being equal, will exhibit the most rapid immediate growth. However,
over a period of years, economic pressures will force the initiation of develop-
ment in virgin lands, at which time the existing level of urban or agricultural
development would be of relatively less importance.
Data obtained from field surveys, together with data appearing in
State Water Resources Board Bulletin No. 2, were utilized to determine the
relative levels of urban and agricultural developments in the various subareas,
which determinations assisted in the projections of rate of growth for the
immediate future.
k. Present Water Supply Facilities - The existence of facilities for
development of local water supplies and for conveyance and distribution of local
and imported water supplies are significant factors in the rapidity of future
-3h-
agricultural and urban developnent with the importance of such facilities depend-
ing upon their present degree of utilization and capacity provided therein for
future expansion. This factor would have a decreasing effect vrt.th the passage
of time as does the present level of urban and agricultural development.
The existing water supply systems in each subarea were analyzed to
determine the area served by such facilities, the capacities and present degree
of utilization of such facilities and the possibilities of expansion inherent
in their designs. These data were utilized, together with other factors, in
estimating imraediate rates of growth, but it was considered that this factor
would have a negligible effect after about 1970.
5. Ability to finance Constr uction of Water Supply Facilities - The
ability to finance construction of water supply facilities together with the
factor discussed in Item No, 8, "Cost of Conveyance ajid Distribution Facilities"
is basic to the evaluation of the probable growth rate of undeveloped areas.
It is of lesser importance in highly developed areas with a large economic base
euid attendant financial capacity.
The present policy of the San Diego County Water Authority requires
member agencies thereof to finance and construct all facilities for conveyance
and distribution of water from the existing aqueduct to the individual service
areas. In most instances, a general obligation bond issue is the only practical
method of financing the construction o:? such facilities. Although the security
for the bond issue, namely the value of lands to be developed, is generally
relatively low until the development is accomplished, experience in the San
Diego Coi.uity sirea, as well as other parts of California, demonstrates that
financing problems in undeveloped areas can be solved.
An8.1yses were made of those subareas with an apparent limited finan-
cial capacity for water supply development to ascertain assessed valuations and
the probable present bonding capacity therein. It is recognized that
-35-
determinations of bonding capacity cannot be accurately evaluated, however,
these analyses when compared with the estimated capital costs of delivering
water from the considered aqueduct routes served as a guide in projecting
probable rates of growth in certain areas.
6. Ability of Consumers to Pay for Water - Although to some extent
influencing the amount of water used, the ability of consumers in urban and sub-
urban areas to pay for water is not a major factor in the growth of such areas.
This factor is, however, of prime importance in the development of irrigated
agriculture along with the ability to finance construction of water supply
facilities. The ability to pay for irrigation water is measured by the margin
by which monetary returns from crops exceed all production, management, and
marketing costs except the cost of water. A major consideration in the deter-
mination of ability to pay for water by future agricultural development is the
cost of undeveloped lajid and the attendant costs necessary to prepare the land
for irrigation. The ability to pay was evaluated for various types of crops
considered to be adaptable to growing conditions in each of the subareas. This
factor is discussed in greater detail in an ensuing section of this report.
7, Selling Price of Water - This factor is intimately related to the
ability to pay for water. Charges for water have a major effect upon agricul-
tural development but very little effect upon urban and suburban development,
although a higher selling price for water usually will be a deterrent to loca-
tion of industries with a high water usage. Since higher prices for water are
usually found in water-short areas, public campaigns to conserve water, as well
as the lnh3.biting effect of the price Itself, have usually had the effect of
lowering the \anit use of water.
The actual cost of additional imported water supplies delivered to
consumers in the service area of the proposed San Diego Aqueduct would reflect
the price charged for water at the main aqueduct and the annual costs of
-36-
conveyance., pumping; and distribution facilities required to effect water
delivery to the customer. This price would therefore vary among the several sub-
areas and within a given subarea depending on aqueduct location.
The extent, if any, to which the selling price of agricultural water
will be reduced by tax levies or by aid from urban and suburban water revenues
will be a major factor in future development of irrigated agriculture. This
selling price will depend therefore upon decisions of boards of directors of
the vairious water service agencies involved and upon methods of service selected
for the various subareas, and accordingly is not subject to finite determination
at this time.
In order to ascertain the effect of price of water on the estimated
future demand therefor, these estimates of water requirements were prepared for
each considered aqueduct route with two assiuned values for the cost of water
delivered at the aqueduct. Water is presently sold to wholesaling agencies by
the San Diego County Water Authority at a nominal price of $12 per acre-foot
with some additional regulatory storage charges in certain instances.
After consideration of local costs of conveyance and distribution of
water incidental to providing delivery of water to the land, it appears that a
price for water of $kO per acre-foot at the main aqueduct for any of four alter-
native locations would result in a cost at the farmers' headgate which would
generally approximate the estimated upper limit of ability to pay for water for
the most lucrative types of agricultvire . For analytical purposes, in this
investigation the selling price of water delivered at the aqueduct was assumed
to have a lower value of $15 per acre -foot and an upper value of $to per acre-
foot.
In the studies hereinafter described, the costs of delivery of the
water to the land from the considered alternative aqueduct locations were added
to the assumed wholesale prices at the aqueduct to obtain a unit price to be
-37-
compared with estimates of ability to pay for water. In this manner, those
factors of price of water and ability to pay were utilized in determining the
probable future demand for water in the potential aqueduct service area.
8. Cost of Cdnveyarice arid Distribution Facilities - This factor, as
previously stated, is a basic consideration in projecting the rate of growth of
water-using development, particularly of iirigated agilculture. Further, the
effect of location of aqueduct on the growth of a given subarea is measured by
the variance in cost of conveyance facilities from each considered route.
For each of the subareas preliminary estimates of the cost of con-
veyance and distribution facilities were prepared for each of the considered
aqueduct routes. In this connection, reconnaissance -type estimated costs of
construction and operation of the facilities were utilized. It should be noted
that the estimates of cost so employed were only for the purpose of developing
costs of delivery of water for comparison with estimates of ability to pay, and
were not prepared to the same degree of refinement as those for facilities
discussed in Chapter III of this report. Set forth in the following tabulation
are unit costs used in the estimates.
Construction costs of main conveyance facilities
per acre -foot of maxilmuan annual conveyance capacity
Item
Materials
Labor
Engineering, supervision and contingencies
Lajid - fee title and easements
Totals $ 7.00 100
Cost
per mile
Per cent
of total
$ 4.20
1.40
1.19
0.21
60
20
17
3
-38-
$42.00
70
9.6o
16
6.00
10
2.it0
k
Construction costs of distribution facilities
per acre -foot of maximum annual water delivery
Per cent
Item Cost of total
Materials and labor
Engineering, supervision and incidentals
Reservoirs and appurtenances
Purification and miscellaneous expenses
Totals $60.00 100
In certain of the higher and more remote subareas, estimated costs of
conveyance and distribution systems were in excess of the present or probable
future capacity of these areas for financing such works. Further, costs of
water delivered to land greatly exceeded the estimated payment capacity of
climatically adapted crops. Such areas were not considered to be within the
potential aqueduct service area and were eliminated from further detailed
consideration .
Other less remote subareas which are presently undeveloped were found
to have limited financing abilities that precluded the construction of distri-
bution systems sufficient to serve all lands therein. However, in such areas,
it appeared that, under a program of staged construction of distribution works,
development of the areas would be possible. This factor was therefore taken
into accoiint in estimating the rate of development which would occur in such areas.
9. Industrial and Commercial Growth - The effect of industrial growth
upon water demand csm be direct if the particular activity has a high water-
using characteristic or indirect because of the growth of population and agri-
culture which it might stimulate. Growth of industry in an area is dependent
upon many of the factors previously itemized. Other factors are markets for
products, availability of raw materials and a labor force, and a plentiful
supply of water. This factor is discussed in greater detail in an ensuing
section of this chapter.
-39-
10. Agricultural Growth - This factor is dependent upon many of the
preceding items, particularly climate and cost of water. It was found that,
based upon experience in this and other areas, where an adequate supply of water
is made available at a cost within the upper limit of ability to pay for such
water, the growth of irrigated agriculture has proceeded at a very rapid rate.
This factor is also discussed in greater detail in an ensuing section of this
chapter.
11. Local Political Environment - In some cases this is of more
importance in water supply development than any other single factor. For
example, some areas, wherein financial feasibility of water development facili-
ties is marginal, will implement construction of the needed vorks through intense
local enthusiasm for such development. Conversely, in other areas where ample
capacity to finance water supply facilities exists, programs for water develop-
ment will fail or never be initiated due to local apathy or desire to limit
growth of population or industry. This factor is, by its nature, nebulous and
difficult of evaluation and further will change with time. Throughout the area
of investigation, the need for additional water supply development is well
recognized at every level of government and among the lay population. In general
it may be stated that "local political environment" in this area is conducive to
rapid prosecution of a program of additional water supply development.
Classification of lands for Water Service
The maximum limit to which irrigated agricultiire or urban and suburban
areas can develop is basically dependent upon the areal extent of lands available
for these uses. Field surveys were conducted to classify lands in the investi-
gational area with respect to their adaptability for various water-using develop-
ments. The pxjrpose of these surveys was to establish the ultimate potential for
irrigated agriculture and urban and suburban development based on availability
-i*0-
of land, and to evaluate the suitability of available land for these uses on the
basis of those influencing factors susceptible of identification.
This survey was conducted generally throughout coastal San Diego
County. Prior work of this nature done in connection with the preparation of
State Water Resources Board Bulletin No. 2 was utilized within and adjacent to
Eastern Municipal Water District of Riverside Covmty and for the higher lands in
San Diego County. Results of a similar survey conducted by the Division of
Water Resources in 1953 and I95U in connection with the Santa Margarita River
investigation were employed in the Santa Margarita River watershed.
Certain portions of coastal San Diego County comprising lands within
the military reser^/at^.ons at Camp Elliott and Camp Pendleton were not examined in
the field in connection with this investigation, smd basic data relative to
their future water requirements were developed by other means as hereinafter
described. Further, that portion of the area designated the "San Diego
Metropolitan Area" is considered to be potentially aji entirely urbanized area
and was not examined in the field with respect to its land use axiaptability.
This area during the chosen iiO-year period will contain irrigated agricultural
land as it does at the present time. However, it is believed that the areal
extent of such land will g„'adually decline with urban expansion.
As previously stated, it was found after preliminary reconnaissance
that certain of the higher and more remote portions of the investigational area,
fTom an economic or financial standpoint, ccrald not be served with water from the
proposed San Diego Aqueduct at this time. As a result, land classification
surveys were not made in connection with this investigation in the Morena, Live
Oak, Cuyamaca, Sutherland, Henshaw, Paloms.r, and Chihuahua subareas. Data on
land classification in these latter areas hereinafter presented were derived
fi^m naterial presented in State Water Resources Board Bulletin No. 2.
-i+l-
The term "ultimate" as employed herein is referred to in the same
sense as in publications of the State Water Resources Board axid is defined as
follows :
"Ultimate - This is used in reference to conditions after em unspeci-
fied but long period of years in the future when land use and water supply
development will be at a maximum and essentially stabilized."
Methods and Procedures
All lands surveyed in the field were subdivided into various classes
which reflected their suitability foi- production of different irrigated crops or
for development of an urban or suburban nature. In all, 22 classes were
employed,, l6 for irrigated agriculture, 5 for urban and. suburban lands, and 1
for forest lands.
For lands considered to have an agricultural potential, consideration
was given to such physical characteristics as topography, soil depth, soil tex-
ture, saline or alkaline conditions, high water table conditions, and the
presence of rock. Climatic conditions, while not a factor in the actual physical
classification of the lands, were very important in development of the probable
ultimate crop pattern therefor. This was particularly true in the case of sub-
tropical fruits which are very susceptible to frost damage. For the purpose of
plaiining for conditions of full development Eind, as stated, to ascertain the maxi'
mum limit of development, no consideration was given to those economic factors
relating to production and marketing, which are variable among given areas ajid
subject to considerable fluctuation over a period of years. Neither was the
position of the lands relative to an immediately available water supply an
influencing factor in the classification. However, both of these factors were
given consideration in estimating the rate at which development could be expected
to occur in the various areas.
-k2-
In delineating the areas adjudged to be potentially urban or sub-
urban rather than agricultural, consideration was given to their proximity to
presently developed urban areas which could be expected to expand, the salubrious
climate neaur the seacoast which would stimulate residential and recreational
development, and to leinds that would logically develop as \irban center in eireas
of large irrigated agricultural potential.
Areas classified as adaptable to urban and suburban use were sub-
divided into several categories according to the type of development which
could be expected to occur. These included: (l) intensively settled areas
characterized by closely knit industrial, commercial, and residential develop-
ment, (2) areas which probably would be primarily residential and which would
contain those coinraercial establishments necessary to provide services to the
resident population, (3) a combination agricultural and residential development
which would include small acreages of agriculture together with residences,
and (k) a low water -using type of development such as state and county parks,
race tracks, etc.
Field mapping of all lands was done on aerial photographs having a
scale of approximately 1:20,000. The area was covered by car, and at times by
walking, as completely as roads and trails permitted. Road cuts, pits, and
auger borings were examined to determine the effective root depth and texture of
the soils. Representative slopes throughout the area were measured with a cli-
nometer. By consideration of these factors, as well as the presence of rock,
saline or alkaline soil conditions, and high water table, the appropriate class
for each parcel of agricultural land was determined and delineated on the aerial
photographs. In mapping the urban areas, factors affecting the probable type of
such development were noted and evaluated in the field, and the proper classifi-
cation assigned thereto. In this connection, prevailing topographical conditions
were assessed for purposes of estimating probable maximum population densities.
-43-
Table 2 sets forth the standards for classification of lands for water
service of the State Department of Water Resources which were employed in this
investigation.
Areas of Land Use Adaptability Classes
Results of the land classification survey, together with data obtained
from the afore -mentioned prior su3rveys, indicate that, of a total of approxi-
mately 2,330,000 acres in the investigational area, some 350,000 acres will
probably eventually be urbanized and that about 510,000 acres are susceptible
of intensive irrigated agricultural development. Of the remaining lands, about
173^000 acres in military reservations were not classified, and approximately
1,300,000 acres are not considered either irrigable or habitable.
Of the irrigable lands in the San Margarita River watershed and in the
remainder of Saji Diego County surveyed in connection with this investigation,
approximately 68,000 acres, or about I8 per cent are valley lands. Irrigable
hill lands in this area amount to about 318,000 acres.
Most of the irrigable valley lands are found along the major streams
of the area. Ntmierous smaller valleys and noncontiguous axeas of flat land,
some of which are on the coastal terraces, also contribute to this acreage.
Practical].y all of these irrigable valley lands are composed of Recent alluvial
soils and for the most part are of excellent agricultural quality. The topo-
graphy is generally smooth and flat, or smooth and gently sloping, and is suit-
able for most types of irrigation practices. Textures vary from light to medium
and there is ample effective root depth in nearly all cases. Some relatively
small areas near the mouths of the streajns are affected by concentrations of
harmful salts. Since most of these irrigable valley lands occupy the lowest
elevations in the valleys, the frost hazard is very great and practically pre-
cludes the production of subtropical fruits. These lands are best sxiited for the
production of truck and field crops.
-kk-
I
I
TABLE 2
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
STANDARDS FOR CLASSIFICATION
OF LMDS FOR WATER SERVICE
Land :
class: Characteristics
V Smooth lying valley lands with slopes up to 6 per cent in general
gradient, in reasonably large-sized bodies sloping in the same planej
or slightly undulating lands which are less than k per cent in general
gradient. The soils have medium to deep effective root zones, are
permeable throughout, and free of salinity, alkalinity, rock, or
other conditions limiting crop adaptability of the land. These lands
are suitable for all climatically adapted crops.
Vw Similar in all respects to Class V, except for the present condition
of a high water table , which in effect limits the crop adaptability
of these lands to pesttire crops. Drainage and a change in irrigation
practice would be required to affect the crop adaptability. For the
purpose of this investigation it was assumed that there will be no
future change in use of these lainds.
Vs Similar in all respects to Class V, except for the presence of saline
and alkaline salts, which limits the present adaptability of these
lajids to crops toleremt to such conditions. The presence of salts
within the soil generally indicates poor drainage and a medium to high
water table. Reclamation of these lands will involve drainage and the
application of additional water over and above crop requirements in
order to leach out the harmfxil salts.
Vh Similar in all respects to Class V, except for having very heavy
textures, which makes these lands best-suLted for the production of
shallow-rooted crops such as rice and pasture.
VI Similar in all respects to Class V, except for having a fairly coarse
textures and low moisture holding capacities, which in general make
these lands unsuited for t?rie production of shallow-rooted crops
because of the frequency of irrigations reqiiired to supply the water
needs of such crops.
Vp Similar in all respects to Class V, except for depth of the effective
root zone, which limits use of these lands to shallow-rooted crops,
such as irrigated grain amd pasture.
Vr Similar in all respects to Class V, except for the presence of rock
on the surface or within the plow zone in sufficient quantity to
prevent use of the land for c\ativated crops. These lands are suitable
for irrigated pasture crops.
45-
BTATE 0? CALIFOMIA
DEPARTMENT OF WAITBR RESOUHCES
STANDARDS FOR CLASSIFICA^'ION
OF LANDS FOR WATER SERVICE
(continued)
Land :
class: Characteristics
Vhs Similar in all rsspects to Class Y , except for the limitations set
forth for Classes Vh and Vs, which makes these lands best suited for
the production of shallow-rooted, salt-tolerant crops.
Vis Similar in all respects to Class V, except for the limitations set
forth for Classes VI and Vs, which makes these lands best suited for
the production of deep-rooted, salt-tolerant crops.
Vps Girailar in nil respects to Class V, except for the limitations set
forth for classes Vp and Vs, which restrict the crop adaptability of
these li,ncls to shall ow-rooted, salt-tolerant crops.
Vpr Similar ia a.l i respects to Class V, except for the limitations set
forth for Classes Vp and Vr, which restrict the crop adaptability of
these lands to irrigated pasture.
H Rolling and undulating lands with slopes up to a maximum of 20 per
cent for rolling large-sized bodies sloping to the same plane; and
grading dowrj; to a majciiiiura slope of less than 12 per cent for undulating
lands. The soils are permeable, with medium to deep effective root
zones, and are suitable for the production of all climatically adapted
crops. The only liasiltation Is that imposed by topographic conditions,
which affect the ease of irrigation and the amount of these lands that
may ultimately lie developed for irrigation.
KL Similar in all respects to Class E, except for having fairly coarse
textures and low moisture holding capacities •vriaich in general makes
these lands unsiiited for the production of shallow-rooted crops
because of the freqxiency of irrigations required to supply the water
needs of such crops.
Hp Similar in all respects to Class H, except for depth of the effective
root zone, •^•7?.':lch liojits use of these lands to shallow-rooted crops.
Hr Similar in all respects to Class H. except for the presence of rock on
the surface or "within the plow zone in sufficient quantity to restrict
use of the lauid to noncultlvated crops.
Hpr Similar in all respects to Class H, except for depth of the effective
root aone and the presence of rock on the surface ox' within the root
zone in sufficient qufjntity to restrict use of these lands to non-
cultivated crops.
Mj-
STATE OF CALIJORNIA
DEPARTMENT OF WATER RESOURCES
STANDARDS FOR CLASSIFICATION
OF LANDS FOR WATER SERVICE
(continued)
Land :
class: Characteristics
Ht Similar in all respects to Class H, except for topographic limitations.
These lands have smooth slopes up to ^5 per cent in general gradient
for large-sized bodies sloping in the same plane, and slopes up to 12
per cent for rovigher and more xmdulating topography. These lands will
probably never become as highly developed as other "H" classes of
land, and axe best suited only for irrigated pasture.
Htl Similar in all respects to Class Ht, except for having fairly coarse
textures and low moisture holding capacities which in general makes
these lands xmsuited for the production of shallow-rooted crops and
presents a great erosion hazard.
Htp Similar in all respects to Class Ht, except for depth of the effective
root zone, which limits use of these lands to shallow-rooted crops.
Htr Similar in all respects to Class Ht, except for the presence of rock
on the surface or within the plow zone in sufficient quantity to
restrict use of these lands to noncultivated crops.
Htpr Similar in all respects to Class Ht, except for depth of the effective
root zone and the presence of rook on the surface or within the root
zone, which limits use of these lands to noncultivated shallow=rooted
crops .
U Intensively developed urban lands presently used for residential,
ccmmercisLl, and industrial purposes.
R Lands which are devoted primarily to presently developed residential
areas, sind which eilso contain those commerciel establishments necessary
to service them.
RV Lands which are expected to be used for residential development, due
primarily to their location near the coast or near intensively
developed \irbeui areas.
AR Combination agricultural and residential areas which consist of very
small acreages of agrictiltural development together with residences.
P Areas having a very low water use such as state and county parks,
fairgrounds , etc .
N Includes all lands which fail to meet the reqiiirements of the above
classes.
-hl^
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
STANDARDS FOR CLASSIFICATION
OF LANDS FOR WATER SERVICE
(continued)
Land :
class: Characteristics
Presently forested lands, or lands subject to forest management, which
meet the requirements for irrigable land but which, because of climatic
conditions and physiographic position, are better suited for timber
production or some type of forest memagement program rather than for
irrigated agriculture.
■kd-
Under the adopted classification standards, irrigable hill lands
include those which fail to meet the requirements for irrigable valley lands
with regard to topography, but which 8A*e suitable for irrigation development
and for the production of certain crops with special irrigation practices.
Since these lands are characterised by gently sloping or rolling to steeply
sloping topography, air drainage is good and the frost hazard is minimized
considerably. Hence, where soil depth and textures are favorable, they are
highly valued for the production of subtropical fruits and off-season truck and
flower crops.
Only a very small portion of these irrigable hill lands are found on
Recent alluvial soils. Near the coast they occupy the old coastal terraces and
slightly farther inland consist of residual soils derived from sedimentary and
metamorphic rocks. East^mrd from these areas are the residual soils derived
from granitic rocks, which account for the greater part of the soils within the
investigational sirea. Wiere climate permits, these granitic soils are by far
the best suited of any in the area for the production of subtropical fruits,
principally avocados.
The results of the classixication survey for agricultiaral and urban
lands are presented by cubareas in Tables 3 and k, r<ispectively. Irrigable
valley lands, in-igable hill lands, urban lands, and military reservations
within the investigational area are shown on Plate 4, entitled "Classification
of Lands for Probable Ultimate Use" .
-49-
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-53-
Probable Ultimate Pattern of Land Use
Experience in Calif omJi.a has shown that, even in the most intensively
developed areas,, not all irrigable lands receive water every year. Since
results of the survey of irrigable lands were in terms of gross areas, the net
areas that might ultimately be ir3rf.gated in any one season were determined by
the application of appropriate percentage factors. These factors account for
the effects of size and shape of parcels of irrigable lands, productive capacity
of the lands and probable crop rotation, inclusions of s m a l l areas of non-
irrigable lands within the irrigable lands, and inclusions of other land uses
incidental to agaricultural development such as roads, highways, and farm lots.
The factors were largely based upon determinations previously mside in inten-
sively developed irrigated areas of the State, and on knowledge of the
characteristics of the Isoids and proposed developments in the areas \mder
consideration. Tlie range in values for these factors is indicated in the
following tabulation:
Ratio of net to
gross area, in per cent
Factors
Size and shape of land
Inclusions of noirJ/rrigable lands
Productive capacity and crop
rcitatioR
Rights of way
Resultant Percentage 90 65
Utilizing the data compiled from the sui-vey and giving consideration
to present irrigated agricultural development, present and indicated future
trends in crop type, climatic conditions, an.d information gained from local
farm advisors and other qualified agricultural agencies within the area, the
probable ultimate crop pattern was projected.
.54»
Maximum
Minimum
99
99
95
9U
97
■95
78
-91
Since avocados yield the highest net return of any ir:.'?.gated crop
produced in the area, it was anticipated that they would occupy practically all
the acreage where conditions are favorable for their production. Flowers and
off-season truck crops probably would account for a considerable acreage in the
valleys where the frost hazard is too gi^sat for avocados. In soine of the
slightly colder areas, and on lands with heavier soils where lemons and limes
produce reasonably well, it was considered that these crops would prevail.
In the eireas not suited for avocado and citrus production, truck,
field crops, deciduous fruits, and a limited acreage of alfalfa and pasture
were projected as the probable ultimate crop pattern.
As in the case of agricultural lands, those ar^as classed as poten-
tially urbfiua contained inclusions of non-developable lands such as gullies,
swamps, river beds, etc. Appropriate percentage factors, developed during the
field survey, were applied to the gross urban areas to obtain the net habitable
areas for purposes of estimating the probable ultimate pattern of urban land
use.
The nature of the various potential urban areas as related to topo-
graphic characteristics, as well as geographical location and other pre-/iously
mentioned factors, influenced the type of urban development projected for
ultimate conditions.
Presented in Table 5 is the probable ultJLmate pattern of land use for
the area surveyed during this investigation. Attention is directed to the fact
that the land use pattern shown in Table 5 is for probable "ultimate" conditions
of development as previously defined. In a later section of this chapter, the
methods used in determining crop pattern and future population for the to -year
period herein considered will be described. Values for probable ultimate urban
land use in Table 5 were used as a check on the reasonableness of the population
projections.
-55-
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-57-
Unit Us e of Water
Pre:5eated in this section is a description of methods end procedures
used in deteruiining present and probable future units of water use for the
various subdivisions of the investigations-1 area for both urban atad agricultural
v-axposQS, together with a discussion of the monthly distribution of annual
deiaai'ids for vr^ter therein.
Urban Use
The projection of futiUHS urbaii •■/ater usage -vre-s b&ped on estimates of
populiition and per capita water consuription, since population W8.s talien as the
xnf3a&v.re cf ixrbnn grovrth.
In derivilng per capita Txater coiisumption figures, no conoiderfition
was given to possible reuse of -crater app?J.ed for urban oonsunrption. Population
centers are now and probalolj'- T'TLII be for many years to come concentrated alor^g
the ocetm, ez'A se^re-ge therefrom is largely dischpjrged directly to the ocetin.
Inland comr/iunities not now dischargir^ their seimge to the ocean are reL'itively
amall, aad as they grow will probably construct ocean outfalls.
In order to deterr-Tine trends in urba)i water use, analysis \ib.s made
of available current and histo?rical './ater consumption records for cities in
San Diego County, southern Ca3.ifornia;, and throughout the United States. The
general conclusion reached as a result of this study was that per capita water
consu-iption is e:ihibiting a definite increase. Definite determi?iation of the
amoiint of any increase is difficult since (l) populations of cities during
periods between census years are indefinite, (2) water consunrption figures
usually do not include amoimts of water produced, delivered, and consumed by
enti-iies other than the reporting agencies, and (3) significant atnoxonts of
agricultural usage of wa.ter are occasionallir included in the statistics.
-58-
Howsver, in consideTratlon of all aval.lable data, it appears that per capita
consxoniption has been increasing at a rate of about one per cent per year over
that prevailing in the appropriate base period, usually in the 19^10' s.
In this investigation and in prior investigations by the Division of
Water Resources and other agencies, it was found that use of water in urban
areas is also affected by climatic conditions, economic conditions, level and
type of industrial development and, to some extent, by the price of water. Per
capita use of water tends to increase with distance from the ocean, with
relatively higher average tenrperatures, and with relatively lower average
precipitation. With other factors being equal, including price of water, the
comranjinity with the higher per capita income will usually exhibit the higher
j>eT capita use of water «
Recent technological sidvances in household appliances have also
tended to increase the per capita use of water throughout the country. These
include automatic laundry facilities, dishwashers, and garbage disposals. The
trend toward individual home ownership, with lawns and shrubbery which, in
California, require frequent watering throughout a good part of each year, has
also contributed to the increase in use of water. Many of these factors are a
result of the general higher level of income prevailing in this cotintry in
recent years which has produced a higher standard of living. However, in view
of imminent water shortages, certain cities, notably Sen Diego and Santa Barbara,
have succeeded in maintaining a relatively low per capita use of water through
public educational campaigns. It is believed that this low unit use of water
is not only a result of efforts by individual citizens to reduce consumption
but also the fact that industries having high water usage have not located in
such communities.
The following tabulation presents per capita water consumption for l8
southern California cities and communities during 1955^ five of which cities are
-59-
located in San Diego County. These data were obtained from the 1955 Annual
Reports oi' The Metropolitan Water District of Southern California and the San
DiCtjo County Water Authority, and from the cities themselves.
Water consun^^tion
in gallons per
City or community capita per day
Maheim 171
Beverly Hills 260
BurbanX 213
El Cajon and La Mesa (Helix
Irrigation District) 2l4
Escondido 170
Fuilerton 215
Glendale 176
Los Angeles l6l
national City and Chula Vista l88
Oceans ide 179
Pp,sadeRa 215
San 3ema::xLino 203
San Diego 126
San. Iferino 285
Santa Aiia 123
Sajita Barbsxa 150
Santa ivfonicia 137
Torrance 1^1
It \rLll be noted from the fox'egoing tabulation that the per capita
^•rs.ter consumption i.a the <• Ities of San Diego, El Cajon, La Mesp., National City,
and ChuD-a Vista, all of which are located in the San Diego Jfetropolitan Area,
varied from 126 to 2l4 gallons per day. For purposes of estiraating future water
ccnsiunption in the San Diego ^fetropolitan Area, it we.s assumed that the overall
per capita water consumption in this area would be approxins-tely l40 gallons per
capita per day in i960, and that this rate of consumption would increase on a
straight-line basis to I96 gallons per capita per day in the year 2000, which
is an annual increase of l.k gallons per capita per day. This assiuned increase
is considered to be consistent with the afore -mentioned trend of increase in per
capita water consumption.
For the Oceanside -Carlsbad ivfetropolitan Area and the Escondido
Mstropolitan Area, per capita water consumption for the year i960 was assumed
-60-
to "be slightly higher than that indicated in the tabulation for 1955 for the
respective cities. This assiimption is based on the fact that rural areas
generally have a higher per capita consumption than do urban areas and each of
these metropolitan areas contains a large rural population for vhich records of
water use are not presently available. Values used for the yeetr i960 were I80
gallons per capita per day for the Ocsanside -Carlsbad Metropolitan Area and 190
gallons per capita per day for the Escondido Metropolitan Area. These values
were increased l.U gallons per capita per day per year up to a naximum of 200
gallons per capita per day.
For each of the other subareas, where it was considei-ed that popula-
tion growth would significantly contribute to water use, estimates of per capita
water consumption were based on values developed for the Escondido and
Oceanside -Carlsbad Metropolitan Areas.
Presented in the following tabulation are the unit values of water
use employed in the several subareas :
Water consumption in gallons per
capita per day
Year Yeaj
Subarea
San Diego Metropolitan Area
Oceanside =Carlsbad ffetropolitan Area
Escondido Metropolitan Area
Santa Fe-San Dieguito Area
Bueno Colorado Municipal Water District I90
Fallbrook
Poway Municipal Water District
Rainbow Municipal Water District
Valley Center Municipal Water District
Ramona Municipal Water District
Rancho El Cajon
East of Del ^fe.r
El Capitan
San Vicente
On the basis of historical records of use by personnel at Camp
Pendleton, particularly during the recent years, unit water requir.-;ments for mili-
tary personnel at Camp Pendleton and Camp Elliott vere assumed to be 90 gallons
per capita per day.
-61-
Year
Year
Yeer
Year
Year
i960
1970
1980
1990
2000
lUO
I5U
168
182
196
180
I9U
200
200
200
190
200
200
200
200
180
19^
200
200
200
190
200
200
200
200
190
200
200
200
200
190
200
200
J?00
200
190
200
200
200
200
190
200
200
200
200
190
200
200
200
200
190
200
200
PO-O
200
190
200
200
200
200
190
200
200
200
200
190
200
200
200
200
Agricultural Use
For many years, the Division of Water Resources conducted extensive
studies of the use of water by irrigated crops. In addition, many additional
studies of this nature have been made by other agencies in California axid in
the western United States. Included in these investigations were studies of
use of water correlated to the influencing factors of climate, crop type, soil
type, and method of irrigation. In connection with the preparation of State
Water Resources Board Bulletin No. 2 £ind in special investigations in critical
areas conducted by the State Water Resources Board, studies were made of con-
svunptive use of water and amounts of water applied to irrigated crops throughout
the State. For purposes of this investigation, units of water use for irrigated
agriculture developed for Bulletin No. 2 were reviewed and compared with more
recent available data recorded by water service agencies operating in the
investigational area. Consultation \Ta.s held with officials of these water
serv'-ice agencies and with individuals in the area and in certain instances,
values of water use presented in Bulletin No. 2 were modified to reflect local
conditions. In general, however. Bulletin No. 2 data were adopted as repre-
sentative of use of water by irrigated crops in the investigational area.
In studies of the Sem Diego County area for Bulletin No. 2, determina-
tions of ultimate agricultural water requirements, that is, the amounts of water
excluding precipitation needed to provide for use of ws,ter by irrigated crops
and for all irrecoverable losses incidental to such use, were based upon the
assumption that a certain proportion of the imconsumed residuvim of water applied
for agricultural use would return to underlyj.ng ground water storage or to
stream channels where it would be available for reuse. In connection with this
investigation, lonits of applied water were talcen as the measure of agricultural
water requirements thereby giving no credit to such reuse. By this assumption,
-62-
estimates for water requirements so derived would be on the high or conservBtive
sideo This assumption is considered reasonable inasmuch as the units of irriga-
tion water use so employed are relatively low as compared to other portions of
the State, and it is probable that little return flow would be available for re-
use. Further^ a large portion of the lands that would be semred from the pro-
posed San Diego Aqueduct are located close to the ocean so that there is little
opportvmity for downstream capture of return flow. Under full development
conditions with irrigation of substantial so-eas of inland portions of the
County, return flow would constitute a significant source of water supply as
was assumed in Bulletin No, 2.
Units of water use adopted for irrigated crops were varied in accord-
ance with prevailing practice and reflect the difference in water application
between the inland and coastal areas. For example, it was foiond that for citrus
and avocados the annual depth of applied water varied from as little as one and
a half acre -feet per acre near the coast to two and a half acre -feet per acre
in the interior areas.
As previously stated, studies of the probable future nature of
irrigated agriculture in the potential aqueduct service area indicate that the
crop pattern will largely consist of citrus and subtropical fruits and truck ajid
field crops. Unit uses of water were determined for two general crop categories
including citrus and subtropical fruits in one category and truck and field crops
in the other, as shown in the following tabulation:
-63-
Units of water use in
acre -feet per acre per year
Subarea
San Diego Metropolitan Area
Ocsanside -Carlsbad Metropolitan Area
Escondido Metropolitan Area
Santa Fe-Sart Dieguito Area
Bueiio Colorado Municipal Water District
:Sall'brool5:
?oway Municipal Water District
Rsdnbow :Municipal Water District
Valley Center Mmlcipal Water District
Raiaona Municipal Water District
Raneho El Cajoa
Paujaia Valley
.Horth of Santa Fe
South of Lake Kod.ges
East of Del Mar
Lower Pauma Valley
El Capitaxi.
Rincon
Sail Vicente
Agua '.Pibia
Caiiip Elliott
C-aiiip Pendleton
Temecula
Vail
Murrieta
Winchester South
Citrus and
subtropical
Truck and
orchards
"field crops
1.9
2.0
1.5
1.8
2.5
2.5
1.7
3.0
1.5
1.5
2.0
1.9
1.5
1.5
2.5
2.5
2.0
2.0
2.3
2.0
2.3
_=■=.
2.0
=_-.
2.1
..=„
2.3
2A
1.5
1,5
1.5
2,0
2.3
2.3
2.2
2.3
2.3
2.3
2.3
2.0
2,0
2,0
1.5
2.0
2.0
2.0
Monthly Distribution of Annual V?ater Demands
The monthly distribution of future annual water demands will vary
appreciably for the various subareas herein considered, depending upon the
relative magnitudes of future agricultural and urban water uses therein.
Monthly demajad for iri'igation water may vary from little or none
during winter months to more than 15 per cent of the seasonal total during a
dry summer mionth. The monthly distribution of annual irrigation water demand
varies with the crop, soil type, and distance from the coast. Urban water
demands are substantially higher during summer months than during winter months
but they exhibit greater uniformity throughout the season than those for
~6h.
irrigation. The following tabulation presents estimates of average monthly
distribution of annual water demands for irrigated agriculture and for urban
areas in the South Coastal Area as shown in State Water Resources Board Bulletin
No. 2:
Monthly demand in per cent
of ajinual demand
Irrj
Month
Irrigated
Urban
agriculture
areas
2.7
6.4
2.2
6.k
3.8
7.0
6.5
8.0
10.9
9.1
12.8
9.8
13.7
10.8
13.6
10.6
12.5
9.6
9.5
8.U
7.2
7.3
k.6
6.6
January
February
March
April
May
June
July
August
September
October
November
December
Totals 100.0 100.0
As previously indicated, future development in the various sub-
divisions of the service area of the proposed San Diego Aqueduct is expected to
be of both urban and agriculture nature. Therefore, it is expected that the
monthly distribution of future water demands in the vsirious subareas will
generally be a composite of the extreme values shown in the foregoing tabulation.
The future monthly distribution of water demands for each of the sub-
areas herein considered was estimated gener8,lly from experience records of water
service agencies presently operating therein v^ere such records were available.
Subareas having similar patterns of estimated future development with regard to
the relative extent of agricultural and urbsm areas therein, giving consideration
also to clianatic conditions, were divided into seven general groups. For each
of these groups a pattern of monthly distribution was developed from the records
of one or more water service eigencies which presently serve areas having land
use patterns similar to those projected for the year 2000 for the areas
-65-
conipJ^ising the group. The data so developed are presented for each of the
seven groups on Plate 8, entitled "Estimated Monthly Distribution of Demand for
Water in Per Cent of Annual Demand in Year 2000" .
Estimated Future Population
The determination of future water requirements for urban and suburban
lands was based upon estimates of future population growth. Probable future
population growth was estimated by statistical projections tempered by studies
of anticipated industrial and commercial growth of the area, and by lajid classi-
fication stxidies previously described which defined the availability of land for
urban expansion. Presented in this section is a discussion of the probable
future of industry and commerce of the area and a description of the methods
and procedures employed in and the results derived from studies of future popu-
lation growth.
Early in the course of this investigation, it was found that the rate
of growth of population and \irban expansion was not influenced by aqueduct
location. This resulted from the fact tlmt existing and potential urban areas
in the County are located reasonably closa to each of the considered aqueduct
routes, thereby minimizing t-ie problem of finsjicing construction of conveyance
and distribution systems. Further, since the effect of selling price of water
on rate of \irban expansion was not considered to be a deterring factor, the
influence of aqueduct location in this regard could be neglected.
Industrial and Commercial Growth
Industrial and commercial groi-rth is not expected in itself to create
major increases in demands for water in the service area of the proposed San
Diego Aqueduct, but is expected to stimulate expansion of population. The
industries presently operating in the area are generally associated with
-66-
electronics, aircraft manufacturing, missile manufacturing, and research, which
in general are not high water using industries. This trend is expected to con-
tinue in the future.
The importance of a broad industrial base to population growth may be
seen in nationwide statistics, Ti^ich indicate that every employed person supports
about 2.6 persons including himself. When people are engaged in manufacturing
or interstate commerce, their earnings become a source of revenue for locaJ.
commerce and service industries, which in turn are able to support about an
equal number of persons. On this basis, about 5.2 persons can be ad.equately
supported by the earnings of each person obtaining income from outside the area.
IiOcal businesses are also stimulated by industries and commercial enterprises
through direct purchases of parts, supplies, and services. It is characteristic
of industry and commerce that they build upon each other.
It is, therefore, seen that industrial and commercial growth directly
influences population growth. Further, the increase of population creates a
demand for food which in turn stimulates the development of agriculture.
During the period generally prior to 19^^ growth of industry and
commerce in San Diego were hampered by the area's general remoteness with result-
ant high transportation charges added to all imported raw materials and exported
finished products, San Diego Coimty grew during this period, in spite of the
absence of a broad industrial base, principally through the advantages it offered
to retired persons. Subsequent to 19^0 with the advent of World War II, expan-
sion of military facilities and associated industries substantially enlarged the
economic base and population of the City of San Diego and its environs. During
the late forties and early fifties, the continued growth of population in the
San Diego area and in California has resulted in creation of markets for its
goods within competitive shipping distances.
-67-
The presence of several large mill tar;/ insteillations, including the
Elex'enth Naval District Headquar-iers., wi-ih a present staff of some 3 5;. 000 persons,
and Canip Joseph E. Pendleton, the largest ^fe,rine Corps Installation in the nation
with a present complement of about 50,000 personnel including one complete
division, continues as an important facto:^ in influencing the type and extent of
industry and commerce, and in turn, population In the San Diego area.
Through consultation with informed people in the area^ information was
obtained on contemplated new industry therein. Because of the difficulty of
making finite projections of future industrial growth and of correlating such
projections with estimates of population growth, it Tra,s not possible to utilize
the information so obtained quantitatively. However, it was of great value in
supporting statistical projections of population growth and attendant agricul-
tiiral expansion. The information was also of value in resolving questions of
relati-ii-e geographic location of future concentrations of population in the
various parts of the area.
Although San Diego County is not generally looked upon as a major
industrial area, statistical da/ca indicate that during the past 15 yeai*s, there
Irias been a rapid increase in industrial activity therein, particularly in the
San Diego Jfetropolitan Area. Because of its strategic location from a national
defense standpoint and because of the existence of several large military instal-
lations, this expansion of industry reached a high peak during World War II.
After a brief slump in activity following cessation of hostilities, a strong
rally in industrial expansion occurred which has continued to the present time.
The following tabulation shows the increase in numbers of employed
persons in the San Diego Metropolitan Area engaged in manufacturing and indus-
trial activities which market their products largely outside the area, and
therefore may be considered to draw their income from outside sources.
-68-
Year Employed persons
1940 24,500
1950 34,750
1956 56,250
The previously mentioned personnel of the U. S. Navy and U. S. Hferine Corps
bring the present total of persons receiving income from sources generally out-
side of the County to about l4o,000. In addition to these are the retired
persons who are continuing to move into the area because of its desirable climate
and location and who bring into the area a substantial amount of income from out-
side sources.
The increase in numbers of persons employed in local industry and
commerce who, in general, have their primary sources of income within San Diego
County is illustrated by the following tabulation:
Industry
Trade -wholesale and retail
Service industries
Construction
Finance, insurance and real estate
Transportation, communications and
utilities
Government (exclusive of naval and
military, generally state and local) not avail.
Totals
Based on information obtained from officials of local Chambers of
Commerce and banking and service organizations, there is every reason to believe
that the foregoing growth of industry and commerce will continue into the future.
In general, new industry in San Diego County consists of the maniafacturinj- of
electronic equipment, instruments, and plastics, much of which is associated
with aircraft manufacturing. These industries will be able to compete on the
national market, in spite of the general remoteness of the area, because the
products involved have high ratios of cost to weight \rtilch reduces the iiriportance
of shipping costs.
.69-
Uvunber employed
19^
1950
1956
21,280
27,277
5,724
not avail.
43,600
40,350
15,000
7,300
52,900
47,800
15,300
9,700
4,634
9,550
11,800
not avail.
25,550
27,000
141,350
164,500
The General Dynamics Corporation (Convair) operates an extensive
ail-craft fabrication and assembly plant in the City of San Diego. It was
recently announced that the foregoing coi'poration has been commissioned by the
U. S. Department of Defense to man\u"acture the Intercontinental Ballistic
Missile (Atlas). The corporation intends to construct a large plant for this
purpose on the Kearney Mesa just north of the City of San Diego. The develop-
ment will consist of a fabrication and assembly plant and also a research instal-
lation. This facility will be a large factor in population growth in this area
in the immediate future.
It is also expected that San Diego will grow as a trade and shipping
point for the Imperial Valley and portions of Arizona and Mexico due to the
existing rail facilities between these points and San Diego's excellent harbor.
The present and probable future regional breakdown in industry
consists of heavy, heavy-light, and light industries located in San Diego,
Chula Vista, National City, and points south, and Ksamey Mesa. Heavy-light
industries also axe to be expected in Oceanside, Carlsbad., and some other coastal
towns. Light industries will probably also be established in the previaasly
discussed areas and in Helix Irrigation District. Other areas that may attract
light 5.ndustry are Rio San Diego Municipal Water District, the City of Escondido,
and San Marcos. Industrial development in these latter areas is expected to be
limited because of the probability of restrictions aimed at minimizing the con-
flict between environment ci~eated by heavy industry and good residential areas.
Other portions of the investigational area axe not expected to experi-
ence any appreciable industrial development.
In summary, from the discussions and data contained in the foregoing
sections, it may be generally concluded that the factors of industrial, commer-
cial and agricultural expansion which have contributed heavily to the phenomenal
-TO-
population growth in San Diego County dviring recent times are expected to exert
their expanding influence upon the population of the service area of the proposed
San Diego Aqueduct for a continuing period in the future. Further, the desirable
climate and location of the service area, which has probably been the most impor-
tant single factor in the afore -mentioned population growth, will continue to
attract retired persons and vacationers in increasing niunbers.
Although the foregoing factors do not readily lend themselves to
finite determinations of population increases, it is considered that the infor-
mation hereinbefore developed adequately demonstrated the validity of estimating
future population for the service area of the proposed San Diego Aqueduct by
modified projection of the recent population trends.
Procedure for Estimating Future Population
Future population was estimated only for San Diego County and not for
the portion of Riverside County included in the investigational area. It is
believed that the effect of expansion of population upon the requirements for
iniported water in this latter area during the chosen i*0-year period will be
relatively insignificant as compared with the effect of agricultural expansion
and attendant increased demands for irrigation water.
The general procedure utilized consisted of first estimating the rate
of growth of population for the entire State of California at ten-year intervals
from i960 until year 2000, and then estimating population of San Diego County
for the same intervals, expressed as percentages of the totals for the St&te.
During the recently completed State-wide Water Resources Investigation,
a study was conducted to estimate the ultimate population of the State. In this
study, consideration was given to the availability of lands suitable for urban
and suburban developments, and also to the availability of lands axiaptable for
irrigated agriculture which would be required to produce the food and fiber
-71-
necessary to support a large population. Consideration was also given to factors
of future industrial and agricultural development necessary to provide employment
for a large population. On this basis, a probable ultimate population of
if2jifl0,000 for the entire State of California was determined.
Historical population data expressed in per cent of the estimated
ultimate population were plotted against time on arithmetic probability paper,
and projected until the year 2000. The historical and estimated populations of
the State for five and ten year inten-'als until the year 2000, so derived, are
shown in the following tabulation. Also shown, for comparative purposes, are
estimates of future population of California made for "Report on the Collection,
Treatment, and Disposal of the Sewage of San Diego County, California", by the
San Diego County Sewerage Survey, and estiraa-tes prepared by California Chamber
of Commerce, Stanford Research Institute, and the State of California Department
of Finance. It will be noted that the projections during the period common to
each are in relatively close agreement with the exception of that prepared for
the San Diego County Sewerage Survey which indicated lower values throughout.
Population of California
San Diego
California
State of
Department
Coimty
State
Stanford
California
of Water
Sewerage
Chamber of
Reseaxch
Department
Yeax
Resources
Survey
Commerce
Institute
of Finance
i960
15,000,000
12,800,000
li^, 626, 000
15,629,000
15,^13,000
1965
17,100,000
16,426,000
18,059,000
17,781,000
1970
19,100,000
15,700,000
20,696,000
1975
21,200,000
20,500,000
23,565,000
1980
23,300,000
18,750,000
1990
27,^0,000
21,875,000
2000
31,200,000
25,000,000
Ulti-
mate
i+2,U00,000
The next step in the analysis vas to determine the percentage of the
State's future population that would reside in San Diego County. The percentage
of the population of California residing in San Diego Coimty has increased
steadily in the past as evidenced by the following tabulation:
-72.
Population of
San Diego County
Population of
Population of
in
per cent of
Year
California
San Blego County
California total
1900
1,^85,053
35,090
2.36
1910
2,377,5^9
61,665
2.60
1920
3,i+26,86l
112,2if8
3.28
1930
5,677,251
209,659
3.69
19^
6,907,387
289,3^^8
U.18
1950
10,586,223
556,808
5.27
1955
13,000,000
780,000
6.00
Assuming continuance of the trend of increasing percentage of the
State's population residing in San Diego County indicated in the above tabulation,
a percentage of 9*0 was derived for the yeaj 2000, with a straight -line increase
assumed from 1955 "to 2000. This continuing increase appears reasonable in light
of the foregoing discussion of "Industrial and Commercial Growth", and in con-
sideration of the large undeveloped areas available in the County which are
among the most desirable for residential development in the State.
The percentages so obtained were applied to the previously developed
estimates of State population for each decade until the year 2000. The resulting
estimates of future population for San Diego County are shpwn in the following
tabulation, together with estimates prepared in connection with the San Diego
County Sewerage Survey and by the State Department of Finance:
Projected population
Department of
Ssji
Diego Coimty
State Department
Year
Water Resources
952,000
Se\rer£.ge Survey
925,000
of Finance
i960
1,000,000
1965
l,li+5,000
—
1,200,000
1970
1,337,000
1,625,000
1980
l,79if,000
2,500,000
1990
2,288,000
2,960,000
2000
2,810,000
3,275,000
The foregoing estimates of future population are shown graphically on
Plate 5, entitled "Historical and Estimated Future Population for San Diego
County" .
-73-
Having estimated the rate of growth in population in the County from
the present time \mtil the year 2000, it was next necessary to distribute this
population among those portions of the County considered susceptible of urban
development. The location and areal extent of lands considered to have urban
potential are tabulated in Table 5 and are delineated on Plate k, as previously
stated. In distributing the future population and in estimating the rates of
growth thereof in the several urban areas, consideration was given to those
factors affecting density and character of urban development previously dis-
cussed. In this connection, each of the areas was given individual analysis
and separate projections prepared therefor.
The San Diego County Sewerage Survey found that in 1951-52 about 85
per cent of the population of the County resided in the San Diego Metropolitan
Area. It was further estimated in that survey that by the year 2000, 80 per
oent of the County's population would be in the San Diego Metropolitan Area.
On the basis of studies conducted in connection with the current investigation,
this estimate was deemed reasonable and adopted for use in this report. The
remaining population of the Coijnty, varying from about I5 per cent in the year
i960 to about 20 per cent in the year 2000, was apportioned to the remaining
subareas of the County, based upon evaluation of previously discussed factors
influencing urban and agricultural growth and giving consideration to land use
adaptability.
Set forth in the following tabulation are the estimated future popula-
tions by decades for each of the metropolitan areas and for the renmining area
of the County. Also shown are historical population data for the years I95O and
1955 in the same areas.
-7k-
Oceans ide-
San Diego
Carlsbad
Escondido
Balance of
^fetropolitan
Metropolitan
Metropolitan
San Diego
Year
Area
Area
Area
County
71,348
Totals
1950
455,700
17,260
12,500
556,808
1955
651,900
30,500
20,000
77,600
780,000
i960
809,600
34,800
27,000
80,600
952,000
1970
1,123,000
52,600
42,000
119,400
1,337,000
1980
1,507,000
70,600
52,000
l64,4oo
1,794,000
1990
1,876,000
109,000
57,000
246,000
2,288,000
2000
2,21*0,000
158,000
60,000
352,000
2,810,000
Military Population
Although the present military population in San Diego County is
included in the foregoing population estimates, consideration was not given
therein to the probable increase in such population that would result with
advent of a national emergency or war. In order to allow for such a contingency
in estimates of future water requirements, consideration was given to full
mobilization of Canip Pendleton and Camp Elliott. Maximum possible mobilization
strength at Camp Pendleton is estimated to be 170,000 personnel, while that of
Camp Elliott is estimated to be about 30,000. About 150,000 of this population
would be in addition to that included in estimates previously quoted for the
entire County, For purposes of estimating water requirements. Camp Elliott was
assumed to be mobilized in I960, and Camp Pendleton was assumed to be fully
mobilized in I98O, with straight-line increase in personnel between I960 and
1980.
In the event that mobilization does not occur, it is considered that
utilization of lands in portions of the two military reservations for agricul-
tural or urban uses under interim lease arrangements could result in demands
for water equivalent to or greater than those estimated for military population
under full mobilization conditions. Use is presently being made of portions of
Camp Pendleton for agricultural purposes under such an axi''angement . As
-75-
discussed in an ensuing section, the;-e is increasing pressure for private develop-
ment of lands in Camp Elliott for urban and agricultural purposes.
It should "be further emphasized that with the advent of iTartiine con-
ditions, estiinated rates of growth of nonmilitary population presented herein-
before would also be substantially accelerated.
Future Agricultural Growth
It has been shown that, ultimately, irrigated agriculture could
occupy a substantial portion of the land area of San Diego Coimty. Determination
of the rate of growth of irrigated agricultural lands during the 40-year period
from i960 to year 2000 was a primary consideration in this investigation since
the potential irrigation use in the aqueduct service area will have a major
effect in ascertaining the proper size and location of future facilities for
imported water of the area. The rate of growth in irrigated agricultural land
is inherently dependent on many of the factors previously discussed, including
location and availability of suitable undeveloped land, markets for crops pro-
duced, price of water, and the ability of responsible local agencies to finance
conveyance and distribution systems.
Presented in this section is a discussion of those principal factors
affecting the growth of agriculture and assumptions made in connection with
determining the rate at which this growth would occ\ir.
Principal Factors Affecting Growi^h of Irrigated Agriculture
In addition to the factor of ability of local agencies to finance water
supply developments, there are three basic criteria requisite to the development
of irrigable land. There must be a ma.rket for the crops produced; the crops pro-
duced must have a payment capacity for irrigation water equal to or greater than
the selling price of the available supply; and the Investment cost of acquiring
-76-
I
land and preparing it for irrigation must not be beyond that which can be
recovered by the investors with a reasonable return on the investment. These
criteria are discussed in detail in the ensuing sections.
tterket Potential for Irrigated Crops . By virtue of inherent climatic
conditions, the general service area of the proposed San Diego Aqueduct is suited
to a relatively wide variety of field and truck crops as well as to specializa-
tion in subtropical fruits, certain vegetables, cut flowers, and nursery stock.
The degree of economic advantage which has accrued to specialized crop produc-
tion in this area in the past can be expected to stimulate future expansion of
acreage in such crops if water is made available to climatically suited lands,
providing market outlets are available. The latter of the foregoing factors is
of particvilar importance because of the relatively large amounts of capital
needed to develop specialized farm enterprises and, in the case of crops such 8,s
cut flowers and certain truck crops, the relatively high cost of marketing
specialty produce on a nation-wide scale.
In terms of both acreage and net income, avocados constitute the most
important crop in the general service area of the project. At present, California
produces about 80 per cent of the nation's supply of this fruit, with the major
portion of the State's output originating in San Diego Coiuity, which has 6o per
cent of California's avocado acreage. The major portion of California's avocados
are marketed through the Calavo Growers Association which has maintained an
energetic sales campaign during most of its history. This has resulted in a per
capita avocado consumption in California several times that of the nation as a
whole. A continued aggressive national sales promotion campaign on the part of
the Calavo Growers Association should result in increased national per capita
consumption of avocados approaching that of California. This consideration,
coupled with the present trend of growth in the nation's population, indicates
-77-
that markets can be found for increasing tonnages of avocados, with the majority
of this market increase dra'vring upon production in San Diego County.
Second ranking in importance aciong crops produced in the sei^rice area
of the proposed San Diego Aqueduct are lemons. This crop, of which California
is the only commercial producer, has been successfully marketed in generally
increasing amounts over the past ^5 years. National lemon consumption may be
expected to expand as population increases and, although San Diego County does
not appear to have equal competitive advantage with the Santa Barbara-Ventura
area, the latter area is approaching maximum use of the available lands adaptable
to lemon production while in San Diego County lands suitable for lemon production
are as yet not fully developed. It can be reasonably concluded, therefore, that
markets will exist for increased lemon production which may occur in the San
Diego Aqueduct seorvice area if i«3.ter is mside available. Since the economic out-
look for lemons is not as favorable as for avocados j, it is to be expected that
the latter will have first choice of the climatically suited lands while lemons
will be planted where their tolerance of lower temperatures is a factor. Taken
together, these two crops are expected to utilize virtual3.y all of the land
which is siiited to citrus and subtropical fruit production.
The three highest income truck and field ci^ops grown in the potential
service area are late fall tomatoes, celery, and cut flowers. Late fall tomatoes
are marketed during the winter when competition from other tomato-producing areas
is limited. Until recently, most of this crop was marketed within California but
increasing quantities are being shipped out of the State. This fact, coupled
with the limited amount of land in other areas climatically suited to the pro-
duction of late fall tomatoes, indicates that there will be an adequate market
potential for any foreseeable increase in production of this crop.
Celery, which is grown primarily in the Chula Vista area, is a high
income and high production cost crop which is grown primarily for the eastern
-78-
market. San Diego County's harvest season is the same as that for the Florida
celery crop, and it is not considered to have any competitive advantage over the
latter area. However, it would appear that the increase in demand for food
indicated by national population trends will be reflected in a substantial
increase in demand for celery from San Diego County.
The major cut flower producing areas in the State are located in the
San Francisco Bay area, in Los Angeles County, and in the coastal area of San
Diego County. It is the consensus among staff representatives of the State
Department of Agriculture that the market for California's cut flowers can
readily absorb a continuing expansion in production. This, coupled with an
impending encroachment of urban development into present flower growing areas
in Los Angeles County, indicates the strong likelihood that there will be a
greater market potential for cut flowers from San Diego County in the future
than at present.
Another important specialty irrigated crop which is expected to have
a substantial expansion is nursery stock. At the present time, the production
of this commodity is a $100,000,000 industry in California. However, the supply
is so fax behind demand that leaders in the industry foresee a need for a 50 per
cent expansion in California nursery stock within the next decade. About 2h per
cent of the present production in terms of value of the product originates in
Los Angeles County, but the increasing pressure of encroachment of urban and
suburban areas upon agricultural lands in that County is tending to push the
industry southward into less congested areas. Water is the controlling element
in this movement into San Diego County since there is a relative abundance of
suitable Ismd. If siifficient water of the necessary quality is made available,
it is expected that several thousand acres of interior valley land which experi-
ence temperature variations that preclude the growing of other high value
specialty crops will be devoted to nursery stock production.
-79-
other farm enterprisef:. which may be expected to utilise additional
quantit:'.es of water include thorie associated with dairy products and poultry
production, miscellaneous vegetab3.es, and frait and field crops for local con-
sviraption or for export to the Los Angeles Metropolitan Area. The market poten-
tial for such farm produce rests on a further population expansion in southern
California. Based on historical records and current trends previously discussed,
it appears that population will continue to expand at a rapid rate. This will
result in a continuing increase in demand for local farm produce. The increase
in demand can be partially satisfied by development of irrigated agriculture
upon presently dry lands in the general seirvice area of the proposed San Diego
Aqueduct.
Costs of Land Developiaen-'; . In estimating future development of agri-
cultural lands, considei'atiori wk.s given to the relative difficulty and expense
involved in development of new land for agricultural use. Agricultural land
upon "vblch aqueduct water will be used vai-ies greatly in the several subareas
with respect to surface cover, slope, and other physical characteristics which
have significant bear?Jig on irrigation development costs. Also, the nature of
the crops to be grown, with regard to 'ohe investment in permanent plantings, as
well as the requirement for specialized irrigation systems, have a considerable
effect on land development costs and thei*efore upon the rapidity of their
development .
Some of the irrigable land for which new water service is contemplated
has potential subdivision valiie. There is a tendency for this consideration to
be reflected in present raw land values to auch an extent as to rule out com-
mercial irrigation development, although pax-ii-time farm units or subixrban resi-
dences could well be established on such land.
Excluding potential subdivision considerations, but with recognition
of variation in climate and other important factors aniong service areas, it is
-80-
estimated that on an average basis, current selling prices for irrigable, but
presently undeveloped, agricultural land in the several subareas fall within
the range of $250 to $1,000 per acre. Variation in land prices generally
reflects income potential based on the crops which may be grown on a given piece
of lando With inclusion of clearing and leveling costs, expenses associated
with establishing and bringing orchards into bearing in appropriate cases, and
provision for irrigation systems, developed land costs ranging from $600 per
acre for field crops to $3^500 per acre for avocados were derived.
These costs were compared with current market prices for developed
lands within each of the subareas. Where costs of developing raw lands were
below the market values of presently developed lands in any subarea, it was
considered that agricultural growth therein would not be limited by this factor.
Conversely, where such costs would exceed the selling price of developed lands
of a comparable character, it was considered growth would be inhibited.
Payment Capacity for Irrigation Water , Based on the foregoing discus-
sion, it is concluded that there is reasonable expectation that an increased
supply of agricultural produce resulting from project water service could be
successfully marketed, within the scope of probable quantity relationships among
comiiiodities . However, the element of economic selectivity is expected to play
an important part, within the limits imposed by pertinent physical factors, in
bringing about the crop pattern which would develop with the availability of
project water.
Economic selectivity as reflected by the type and size of a particular
commercial farm unit is primarily a function of the income which the operator
expects to receive. Income expectations arise from estimated future price and
income relationships including, where irrigated agricultural development of new
land is involved, consideration of the availability and probable cost of a water
■81-
supply. The cost of project water for a particular service area can be estimated
in advance within limits. Therefore^ consideration of water cost compared with
the expected share of farm income available for its payment is essential to
proper application of the element of economic selectivity in projecting a future
crop pattern.
Payment capacity is derived through an analytical process patterned
after the "farm efficiency" or "naanagement" studies of the University of
California Extension Service. Gross crop inccaae is determined on the basis of
conservative yield estimates (reflecting productive life in the case of perennial
crops and future projection based on historical annual production records in the
case of annual crops), and average local prices for the ten-year period 19^6-1955.
Overhead^ cultural, and production costs other than payment for water and mana-
gerial skill essential to successful operation of the farm enterprise, also
reflecting this base pe}riod and appropriate to the crop eind locality under con-
sideration, are likewise incorporated into the analysis. The resultant residual
farm income is designated as pajnnent capacity for project water. However, pros-
pective project water users may require a portion of this residual income for
return to management in recognition of the significance of the profit motive
within the framework of economic selectivity, with the balance being available to
pay for project water service. Therefore, it can be concluded that payment capa-
cities for irrigation water, as developed within the criteria set forth above,
represent ceiling amotints which irrigators can pay for project water.
Based on farm price -cost relationships prevailing during the period
19^-1955 and estimated average long-term yields, follovring is the relationship
between the existing irrigated crop pattern sind payment capacities:
-82-
Payment capacity per
Crop acre -foot of vater
Avocados (mature trees), late fall
tomatoes, celery, cut flowers, and
niirsery stock $100 or more
Lemons, spring and early summer
vegetables $70 to $99
Table grapes, most deciduous fruit,
and other vegetables $50 to $69
Valencia oranges $Uo to $^9
Miscellaneous fruit and vegetable crops $30 to $39
Nuts and field crops $20 to $29
It should be emphasized that the foregoing values for payment capacity
are for water delivered to the farmer's headgate and include all direct and in-
direct costs attributable to the conveyance of the water supply to the land.
Prices for water quoted at the main aqueduct cannot be directly compared with
the foregoing values.
In estimating rates of agricultural growth, values of payment capacity
for the various climatically adapted crops projected in the several subareas were
compared with assumed costs of water at the aqueduct to which was added estimated
costs of conveyance and distribution. In this manner, it was possible to deter-
mine the limiting effect of price of water on irrigated agricultural development.
Estimated Rate of Growth of Irrigated Agriculture
Those presently undeveloped lands in each subarea which, as a result of
the land classification studies, were considered to be susceptible of irrigated
agricultural development, were analyzed on the basis of influencing factors dis-
cussed under "Methods and Procedures" and in greater detail in the immediately
preceding section. Particular attention was given to the costs of providing
water searvice to these lands, the costs of preparing them for irrigation, and
to payment capacity of climatically eidapted crops.
-83-
As has been iadioatedj estimates c"? irrigated agricultural development
were prepared for two asaujued costs of water at the anueduct, $15 and $kO per
acre -foot. Further, estimates of probab-le growth were prepared for each of the
considered aqueduct routes in order to reflect the influence of aqueduct location
on such growth in the potential aqueduct service area.
On the basis of preliminary analysis it was concluded that there would
be no apparent difference in the total demand for imported ira-ter in the potential
aqueduct service area with a variation in aqueduct location. Although the growth
in certain subareas would be increased or decreased by sizable percentages depend-
ing upon aqueduct location, the over-all groirth was estimated to be equivalent
because increases in some areas would bo compensated for by decreases in others.
Accordingly, estimates of expajitf^ion of irrigated agricultural land and
attendant demands for water therefor, were t9J?.en as determined for the "W"
.line described hereinafter in CbB.pter III.
On the basis of studies described hereinbefore, io was concluded that
the only apparent deterrents to the rapid development of irrigated agriculture
in the potential aqueduct service aree irill, with the availability of an adequate
water supply, be the ability to pay for such water by cei-tain climatically adapted
crops and the capacity of local a^enciec to finance necessary conveyance and
distribution systems. It was, therefore, assumed that those agricultural areas
meeting these economic and financial criteria would be in pi'-Dduction by the year
2000. By this time it was estimated that froir. 103,000 to l63,000 acres of addi-
tional land would be in productio:.i in southwestern Riverside and San Diego
Counties, depending on the price of the water. This represents an increase of
from 200 to 300 per cent over the 50,000 acres irrigated in southwestern Riverside
and San Diego Counties in 1955-56.
The presently irrigated area was estimated from field reconnaissance
supplemented by data appearing in Bulletin No. 2. Values determined for present
irrigated area were considered reasonable and consistent with the accuracy of
other basic data available in this investigation, but were not of the accuracy
which would be obtained from a detailed land use survey.
The determination of the rate of development of irrigated agriculture
for the period from i960 until the year 2000 was based generally upon the assump-
tion that the foregoing Isinds would develop rapidly during the first ten years
subsequent to aqueduct construction with a slower growth thereafter. Experience
of water service agencies throughout Ca3JLfomia tends to support this assumption
almost viniversally. Tables 6 and 7 siimmarize, by subareas, the estimated future
areas of irrigated lands in the service area for ten-year intervals to the year
2000 assuming prices for water delivered at the aqueduct of $15 and $^40 per acre-
foot, respectively. The probable growth of irrigated agriculture in the poten-
tial service area of the proposed San Diego Aqueduct for the two assumptions as
to price at the aqueduct is depicted graphically on Plate 6, entitled "Estimated
Future Areas of Irrigated Lands in the San Diego Aqueduct Service Area" , and
summarized in the following tabulation:
Area in
acres
Year
i960
1970
1980
1990
2000
Price of water
$15 per acre -foot
60,600
102,900
157>500
192,100
212,600
Price of water
$i+0 per acre -foot
51,200
64,800
96,300
127,900
151,000
-85-
TABLE 6
ESTIM/fflSD FUTURE AREAS OF IRBIilAiCED LMDS IN THE
SEWICE AREA OF THE PROPOSED SAJf DIEGO AQUEDUCT
(Assuming a price for ^/ater of $15 per
acre-foot delivered at the aqueduct)
:
Areas in acD
2S
Subarea :
Year :
Year t
Year
: Year :
Year
t
1S^60 :
1970 :
1980 ;
: 1990 :
2000
San Diego County
San Diego Metropolitan Area
10,000
7,30-0
5,500
3,600
1,600
Oceanside -Carlsbad
Metropolitan Area
6,000
8,500
12,000
14,000
15,000
Escondido Metropolitan Area
5,000
6,000
7,600
9,000
9,600
Santa Fe-San Dieguito Area
3,500
1^,500
7,000
8,000
9,400
Bueno Colorado MunicipaJ.
Water District
8,000
11,000
15,000
20,000
23,000
Fallbrook
6,500
7,000
7,500
6,500
6,200
Poway Mmoicipal Water District
IvOOO
1,900
3,500
4,500
5,000
Rainbow Municipal Water District
3,000
4,300
7,600
11,000-
13,000
Valley Center Mimicipal Water
District
1,800
5,000
10,000
16,000
18,000
Ramona Municipal Water District
600
1,200
2,5*50
3,800
4,700
P.ani:ho EL Cajon
500
1,000
1,400
1,600
1,800
Pauffif. Valley
2,50C'
3,000
4,000
5,000
5,500
Worth of Santa Fe
100
500
800
1,400
2,500
South of Lake Hodges
i,a)o
1,500
2,600
3,800
5,600
East of Del Mar
1,400
2,5'^
4,000
5,800
7,000
Lower Pauraa VaJ.ley
1,500
1,700
2,8a)
3,500
4,500
El Capitan
500
900
1,300
1,600
1,700
Rincon
1,100
IJW
2,800
3,600
4,000
San Vicente
Boo
1,400
2,500
3,100
3,600
Agua Tibia
200
500
700
Camp Elliott
Camp Pendleton
1^000
Subtotals, San Diego County
Southwestern Riverside Coiintj
TeraeciJla
Vail
Miirrieta
Winchester South
Subtotals, Southwestern
Riverside County
GRAND TOTALS
55,800 70,900 100,600 126,300 l42,400
3,000
2,000
27,000
500
7,400
9,000
40^000
1,800 2,800
8,000 8,400
12,000 14,000
44,000 45,000
4,300 32,000 56.900 65,800 70,200
60,600 102,900 157; 500 192,100 212,600
-86-
TABLE 7
ESTIMATED FUTURE AREAS OF IRRIGATED LANDS IN THE
SERVICE AREA OF THE PROPOSED SAN DIEGO AQUEDUCT
(Assuming a price for water of $^4^0 per
acre -foot delivered at the aqueduct)
;;
Areas
> in acres
Subarea : "
Year :
Year :
Year :
Year :
Year
•
i960 :
1970 :
1980 :
1990 :
2000
>an Diego County-
San Diego Metropolitan Area
8,000
4,600
2,800
1,800
800
Oceanside "Carlsbad
Metropolitan Area
5,000
7,000
9,000
11,000
12,000
Escondido Metropolitan Area
i^,500
5,000
5,500
6,500
7,000
Santa Fe-Sem Dieguito Area
3,000
3,500
5,000
6,500
7,500
Bueno Colorado Municipal
Water District
7,000
10,000
13,000
16,000
19,000
Fallbrook ''\i\li\^<'.i>.:nX-'. \n.i^Sy^.:
6,000
6,500
7,000
6,000
5,000
Poway M\inicipal Water District
800
1,500
2,200
2,800
3,500
Rainbow Mxmicipal Water District
2,100
4,500
7,000
8,500
9,600
Valley Center Municipal Water
District
1,000
3,300
6,800
11,000
13,000
Ramona Municipal Water District
600
700
1,000
1,800
3,200
Rancho El Cajon
IKX)
700
900
1,100
1,400
Pauma Valley
1,800
2,200
2,700
3,000
3,300
North of Santa Fe
100
400
600
1,100
2,000
South of lAke Hodges
500
900
1,500
3,000
4,000
East of Del Mar
1,U00
2,000
3,500
4,500
4,:;00
Lower Pauma Valley
1,500
1,500
2,000
3,000
3,500
El Capitan
500
600
700
1,000
1,300
Rincon
1,000
1,300
1,500
2,200
2,600
San Vicente
200
700
1,400
1,900
2,400
Agua Tibia
400
600
Camp ElliotiJ
Camp Pendleton
1,000
Subtotals, San Diego County 46,400 56,900 74,100 93,100 IC ' y::OQ
iouthvestern Riverside County
Temecula
Vail
Mvirrieta
Winchester South
Subtotals, Southwestern
Riverside Covmty
GRAND TOTALS
1,800
1,000
2,000
4,800
51,200
200
1,800 3,200
1,400 5,800
4,700 13,000
1,200
3,600
9,000
21,000
1,800
4,000
10,000
29,000
7,900 22,200 34,800 44,800
64,800 96,300 127,900 151,000
-87-
Tat-Qxe Deiaaj.i ds T or Water
The futiire requirements for urbsn and agricultural vater in the ser-
vice area of the proposed San Diego Aqueduct were computed as the product of
unit values of water use and projected population axid irrigated area, respec-
tively, as previously developed. Tiie demands for additional imported water were
obtained by deducting the safe yield of existf.ng water supply facilities from
the computed water requirements. After arriving at estijnates of future demands
for additional imported water on the two bases of price of such water, a future
water demand was adopted for use in determining the proper capacity for the
proposed. San Diego Aqueduct.
Future Water Eequirements
The foregoiiig sections have presented a description of the development
of estimated future growth of irrigated firea and population to the year 2000 for
the various subdivisions of the servi-^e area of the San Diego Aqueduct. Pre-
sented in Tables 8 and 9, for each of the considered subrreas, a:re the estimated
areas of irrigated lands, appropriate units of water use, end derived agricvil-
tural water requirements for the year 2000, for prices of water delivered at
the aqueduct of $15 and $4o per acre-foot, :.'espectively. Presented in Table 10
for each subarea considered to have an urban potential, are estiniRtes of the
population therein for the year 2000, the appropriate veJLue of per capita water
consumption, and the dei'ived urban water requirement in the year 2000.
Water requirements within Camp Pendleton and Caoirp Elliott military
reservations posed a particular problem because of the uncertainty with regard
to future use of lands therein. As previously stated, special provision was
made for military population assuming full mobilization conditions at these
Camps and computations of future urban x*ater demands presented in this chapter
-88-
TABLE 8
ESTIMATED FUTURE WATER REQUIREMENTS OF
IRRIGATED AGRICULTURE IN SERVICE AREA OF
PROPOSED SAN DIEGO AQUEDUCT FOR THE YEAR 2000
(Assuming a price for water of $15 per
acre-foot delivered at the aqueduct)
Subarea
Subtropical
orchards
Net -.Units of
irrigated: water
area, in ruse, in
acres : feet
Truck and
field crops
•.Total annual
Net : Units of: water
irrigated: water : requirement ,
area, in :use, in :in acre-feet
acres
feet
San Dies
San Diego Metropolitan Area
Oceanside=Carlsbad Metro-
politan Area
Escondido Metropolitan Area
Santa Fe-San Dieguito Area
Bueno Colorado Municipal Water
District
Fallbrook
Poway Municipal Water District
Rainbow Mxmicipal Water District
Valley Center Municipal
Water District
Ramona Miinicipal Water District
Rancho El Cajon
Pauma Vedley
North of Santa Fe
South of Lake Hodges
East of Del Mar
Lower Pauma Valley
El Capitan
Rincon
San Vicente
Agua Tibia
Camp Elliott
Camp Pendleton
Subtotals
800
1.9
800
2.0
3,120
10,000
1.5
5,000
1.8
24,000
5,800
2.5
3,800
2.5
24,000
7,500
1.7
1,900
3.0
l8,70C
lU,000
1.5
9,000
1.5 .
34,500
5,000
2.0
1,200
1.9
12,280
3,500
1.5
1,500
1-5
7,500
10,000
2.5
3,000
2.5
32,500
13,500
2.0
ii,500
2.0
36,000
3,600
2.3
1,100
2.0
io,5v-o
2,000
2.3
4,600
l<-,800
2.0
9,600
2,500
2.1
5,250
U,200
2.3
l,i^OO
2.U
13,020
6,000
1.5
1,000
1-5
10,500
U,000
1.5
500
2.0
7,000
TOO
2.3
1,000
2.3
3,910
3,000
2.2
1;000
2.3
8,900
2,600
2.3
1,000
2.3
8,230
400
2.3
300
2.0
1,520
103,900
38,000
275,680
Southwestern Riverside Count;;
Temecula
Vail
Murrieta
Winchester South
Subtotals
GRAND TOTALS
1,400
1,000
2,400
106,300
2.0
2.0
2,800
7,000
13,000
45,000
1.5
2.0
2.0
2.0
4,200
16,800
27,000
90,000
138,0C'C
413,680
.89-
ESTIMATED FimiRE WACISS RSQUIKEKEKTS OF
IRRIGATED AGRICin.l'Uro BJ 33R?IC3 AREA OF
PROPOSSD SM DISGO AQOIDUCT FOR THE YEAR 2000
(Assuming a price for water of $40 per
acre-foot delivered at the aqueduct)
Subarea
Subtropical
orch ards
'Net : Units of
: irrigated: water
:area, in :use, in
acres : feet
San Diego County
San Diego Metropcliteji Area 800
Oceanside-Carlsbad Metro-
politan Area
Escoudido Metropolitan Area
Santa Fe-San Dieguito Area
Bueno Colorado Mvmicipal Water
District
Fallbrook
Poway Municipal Water District
Rainbow *funicipal Water District
Valley Center Municipal
Water District
Rsiaona Municipal Water District
Rancho El Cajon
Pauma Vallejr
Wort-h of Santa Fe
South of Lake Eodges
East of Del Mar
Lower Paiiraa Valley
El Capitan
Rincon
San Vicente
Agua Tibia
Camp FJlliott
Camp Pendleton
Subtotals 96,100
'I'T'.rck and
field crops : Total anniial
Net : Units of: water
irrigated: water :req'uirement,
area, in :use, in :in acre-feet
acres : feet :
1.9
1,520
8,500
1.5
3,500
1.8
19,050
5,800
2.5
1,200
2.5
17,500
7. 500
l«7
12,750
4,000
1.5
5,000
1.5
28,500
5,000
2.0
10, ow
3,500
1,5
5,250
9,600
2.5
24,000
3,000
2.0
26,000
2,400
2.3
800
2.0
7,120
l,4oo
2.3
3,220
4,500
2.0
9, WO
2,000
2.1
4,200
4,. 000
2.3
9,200
4,500
1.5
6,750
3,500
1.5
5-250
700
2.3
600
2.3
2,990
2,600
2.2
5,720
2,400
2.3
5.52c
400
2.3
200
2.0
1,320
11,300
2o4,86o
Southwestern Riverside
Count j?^
1,400
1,000
2.
2.
1,800
2,600
9,000
29,000
1
2
2
2
.5
.0
.0
.0
Temecula
Vail
Murrieta
Winchester South
2,700
8,000
20,000
58,000
Subtotals
2,400
42,400
88,700
GRAND TOTALS
93,500
53,700
293,560
-90-
TABLE 10
ESTIMATED ANNUAL UP£AN WATER REQUIREMENTS
IN THE SERVICE AREA OF PROPOSED SAN DIEGO
AQUEDUCT FOR THE YEAR 2000
3ubarea
: Estimated : Estimated
Estimated : units of : urban
population : water use , : water
in year : acre -feet : requirements
2000 : per capita: acre-feet
per year : per year
San Diego Metropolitan Area
2,2U0,000
0.220
492,800
Oceanside-Carlsbeid Metropolitan
Area
158,000
O.22U
35,400
Escondido Metropolitan Area
60,000
O.22U
13,400
Santa Fe-San Dieguito Area
50,000
0.22k
11,200
Bueno Colorado Municipal Water
District
60,000
O.22U
13,440
Fallbrook
30,000
O.22U
6,720
Poway Municipal Water District
30,000
0.224
6,720
Rainbow Municipal Water District
20,000
0,224
4,480
Valley Center Municipal Water
District
30,000
0.224
6,720
Ramona Municipal Water District
10,000
0.224
2,240
Rancho El Cajon
5,000
0.224
1,120
East of Del Mar
50,000
0.224
11,200
El Capitan
i|,000
0.224
900
San Vicente
5,000
0.224
1,120
Camp Elliott
30,000
0.101
3,030
Camp Pendleton
170,000
0.101
17,170
-91-
reflect the water uses of such population. As also stated, it is believed that
the v/ater demar.ds so developed would provide for irrigation of suitab].e lands
in Camp Pendleton should the United States Government lease them or sell them
outright .
Camp Elliott is located adjacent to the heavily developed urban areas
of the San Diego Metropolitan. Area,, ^zl6. contains large acreages of lands highly-
desirable for urban or agricultural development. Should a large part of these
lands be :-e].ea3ed to private development, the Tra,ter requirements for a Carap
population under full mobilization would not be adequate to meet urban or
agricultural water requirements on such lands. Therefore, it is hereinafter
assumed that the Camp Elliott area would have aji additional annual water
requirement in the year 2000 of 7,000 acre-feet, assuming water sold at the
aqueduct for $15 per acre-foot, end 6,000 acre-feet, assuming a delivery price of
$'40 per acre-foot. Thie estimf.ted irrigable area in Camp Elliott is about 17,000
acres, which would require about 25,000 acre -feet per year if developed into
irrigated agriculture. The amount of 3^000 acre-feet per year hereinafter esti-
mated for the use by the Cejnp population under full mobilisiation conditions, and
the foregoing additional exiounts make a total of 9,000 to 10,000 acre-feet which
is siifficient water to irrigate about ko per cent of the foregoing irrigable area.
The estimated growth in total water requirements in the potential
aqueduct sei-vice area for both assumptions of price of water ai-e shown graphi-
cally on Plate 7, entitled "Estimated Future Water Requirements of the San Diego
Aqueduct Sei-vice Area" , are sui/iraari'^ed in the following tabulation, and are shown
for the subareas by decades in Tables 11 end 12 for the two price assumptions :
-92-
Annual water requirement, in acre -feet
I
Water at $15 per
Water at $40 per
Year
acre -foot
acre -foot
i960
256,300
233.300
1970
hh6,eoo
359,700
1980
677,100
5^9,1+00
1990
887,500
751,000
2000
1,053,900
932,900
Safe Yield of Existing Water Supply Facilities
The current drought period in San Diego Cotmty which has continued
for 13 years, coupled with the recent unprecedented increases in water demands
, in the axea, has necessitated overdraft of surface storage reser^res to the
extent that the nominal safe yields of these facilities cannot presently be
realized and will not be realized until substantial quantities of surface run-
off occur o However, for the purposes of this report, the full safe yields of
the local surface and underground water supplies were assumed to be available
during the chosen Uo-year period.
The aggregate safe annual yield of local water supply facilities in
the potential aqueduct service area was estimated to be about 12^,000 acre -feet »
Of this amount about 58,000 acre -feet per annum represents the yield of presently
developed ground water storage capacity, and about 66,000 acre -feet per ann\;m is
the nominal safe annual yield of surface storage developments. These estimates
were primarily obtained from Bulletin NOo 2 snd other prior publications of the
State Water Resources Board and Division of Water Resources »
Should subsequent hydrologic conditions make it impossible to realize
the assumed safe yields over the long-term period, demands for imported water
will develop more rapidly than indicated in the following estiirates. Conversely,
should additional conservation works be constructed in the chosen period;, esti-
mated demands for imported water would be delayed. However, it should be noted
that in Bulletin No. 3 of the State Water Resources Board, it was estimated
I
.93.
that about 59,000 acre -feet annually represexits the maxiiiiuni practicable axidi-
tional local yield that could be developed.
In order to obtain estimates of saife yield for each of the subdivisions
of the investigational area., it was necessary to prorate estimates of safe yield
for larger areas as determined in the foregoing publications. The safe yields
of local' water supplies for each subarea so estimated are shown in Tables 11 and
'J2f along with other data.
It will be noted in Tables 11 and 12 that the safe yields of local
water supplies represent a rapidly decreasing percentage of the estimated future
water requirements of the investigational area. For this reason the periods
of relatively high or low local surface runoff in the area are expected to have
a rapidly decreasing effect upon demaads for iniported water in the individual
years .
In addition to supplies available from local conservation facilities,
as jfflKich as l^H^JjOO acre-feet of Colorado River water per year could be conveyed
in the two barrels of the existing San Diego Aqueduct for use by members of
the San Diego County Water Authority. It ■was herein assumed that the existing
and proposed aqueducts would be jointly opejrated for the mutual benefit of the
entire service area.
Demands for Imported Water
The estimated safe annual yields of local water supplies available to
each subarea were deducted from estimates of future \ra,ter requirements therefor
to obtain total demands for imported water. These demajids for each subai^a in
the potential aqueduct service area for assumed prices of water at the aqueduct
of $15 and $ijO per acre -foot are contained in Tables 13 and l**-, respectively.
-94-
TABLE 11
ESTIMATED ANNUAL SAFE YIELDS OF LOCAL WATER
SUPPLIES AND ANNUAL WATER REQUIREMENTS IN THE
SERVICE AREA OF THE PROPOSED SAN DIEGO AQUEDUCT
(Assuming a price for water of $15 per
acre -foot delivered at the aqueduct)
Annual
safe
Annueil water requirements.
yield,
in
in acre-feet
Sutaxea
acre-
. Year
; Year
Year
Year :
Year
feet
i960
: 1970 ■
1980
1990 :
2000
San Diego County-
San Diego Metropolitan
Area
59,800
llfl,800
209,800
29^,800
39^,800
495,900
Oceanside^Carlsbad
Metropolitan Area
7,200
16,1^00
25,200
35,200
J+8,200
59,^0
Escondido Metropolitan
Area
9,000
12,800
17,800
25,000
33,000
37,itOO
Santa Fe"=San Diegviito
Area
5,600
8,1^00
13,800
19,600
26,600
29,900
Bueno Colorado Municipal
Water District
9,000
13,000
21,000
30,000
U0,000
47,900
Fallbrook
2,000
10,500
12,000
15,000
17,000
19,000
Poway Municipal Water
District
i^OO
2,i^00
4,800
8,200
11,400
14,200
Rainbow Municipal
Water District
1,200
5,600
11,200
21,200
30,200
37,000
Valley Center Municipal
Water District
800
3,600
11,800
23,800
34,800
42,700
Ramona Municipal Water
District
1,000
1,000
3,300
6,600
10,200
12,700
Rancho El Ca.jon
i^OO
1,700
2,700
3,900
4,700
5,700
Pauma Valley
2,000
U,200
6,100
8,000
9,200
9,600
North of Santa Fe
100
UOO
1,200
1,700
2,900
5,200
South of Lake Hodges
300
2,100
3,500
5,900
8,700
13,000
East of Del Mar
3,000
2,000
5,600
11,800
16,000
21,700
Lower Pa\ana V«d.ley
1,000
Uoo
I5UOO
U,100
6,000
7,000
El Capitan
500
500
1,200
2,100
3,500
4,800
Rincon
1,000
1,200
3,700
6,100
8,000
8,900
San Vicente
i^OO
1,600
3,600
6,200
7,900
9,4oo
Agua Tibia
500
1,100
1,500
Camp Elliott*
3,i^00
5,000
7,000
9,000
10,000
Camp Pendleton
6,000
10,500
iif,500
19,000
19,000
17,200
Subtotals, Sam
Diego County
110,700
2ti3,500
379,200
555,700
742,200
910,100
-95-
ESTIMATED MFJAL. SAFE YISI;DS 0? LOCAL WATER
SUPPLIES AND AMUAL WATER REQUIREMENTo IN THE
SERVICE AREA OF THE PROPOSED SAN DIEGO AQUEDUCT
(continued)
(Assianing a price for water of $15 per
acre-foot delivered at the aqueduct)
Subarea
Annual
Sfife
yield,
in
acre-
feet
Ies.T
i960
Axinsial water requirements,
in acre-feet
Year
1970
Year
1980
Year
1990
Year
2000
Sotithvestem Riverside County
Temecula
Vail
Murrieta
Winchester South
3pQ0Q
5,000
i^,000
5,800
7,800
51^,000
800
ill-, 800
21,800
8U,000
2,700
15,800
28,800
88,000
U,200
16,800
32,800
90,000
Subtotals, South-
western Riverside
Couftty
GRAND TOTALS
13,600 12,800 67,600 121,400 135,300 11*3,800
124,300 256,300 446,800 677A00 877;.500 1,055,900
■^-Includes allowance for agricultural water requirements of up to 7,000 acre-
feet per yea!r in year 2000.
.96.
TABLE 12
ESTIMATED ANNUAL SAFE YIELDS OF LOCAL WATER
SUPPLIES AND ANNUAL WATER BJEQUIBEMENTS IN THE
SERVICE AREA OF THE PROPOSED SAN DIEGO AQUEDUCT
(Assuming a price for vra.ter of $40 per
acre -foot delivered at the aqueduct)
; Annual
o
: safe
;
Annual water requirements,
t yield,
: in
°
in acre -feet
Subarea
°
I
^
:
X
t acre-
; Year
I Year
: Year
% Year
', Year
: feet
; i960
: 1970
: 1980
I 1990
: 2000
San Diego Co\inty
San Diego Metropolitan
Area
59,800
133,800
199,800
289,800
389,800
494,300
Oceanside -Carlsbad
Metropolitan Area
7,200
14,800
22 p 200
30,200
U3,200
54,500
Escondido Metropolitan
Area
9,000
11,900
15,600
21,000
27,000
30,900
Santa Fe-San Dieguito
Area
5,6oo
7,600
11,800
17,600
22,600
24,000
Bueno Colorado Municipal
Water District
9,000
12,200
18,500
26,000
34,000
41,900
Fallbrook
2,000
9,500
10,800
13,000
15,000
16,700
Poway Municipal Water
District
400
2,000
3,900
6,900
9,900
12,000
Rainbow Municipal
Water District
1,200
4,4oo
9,000
16,200
24,200
28,500
Valley Center Municipal
Water District
800
2,600
8,800
17,800
26,800
32,700
Ramona Municipal Water
District
1,000
1,000
1,200
3,200
5,300
9,400
Rancho El Cajon
400
1,600
2,i»00
3,000
3,700
4,300
Pauma Valley
2,000
3,700
5,500
7,300
8,600
9,200
North of Santa Fe
100
300
800
1,300
2,300
4,100
South of Take Hodges
300
•300
2,000
.■s,400
7,000
9,300
East of Del Jfer
3,000
1,800
4,800
11,100
15,000
18,000
Lower Pauma Valley
1,000
300
900
2,300
U,6oo
5,500
El Capitan
500
itOO
1,000
1,500
2,800
3,900
Rincon
1,000
600
1,700
3,200
4,900
5,800
San Vicente
4oo
700
1,700
3,600
5,100
6,600
Agua Tibia
800
JL,300
Camp Elliott*
3,000
^,500
6,000
8,000
9,000
Camp Pendleton
6,000
9,000
13,000
17,000
17,000
17,200
Subtotals, San
Diego County
110,700
222,000
339,900
501, Uoo
677^600
839,100
-97-
ESTIMMED mWJM. SMT: 'fISOS OF LOCAL ¥MEB
SliPaiES MI-' A^T^oUAL MM-1?; KEQIJflBSMEIflS H THE
SES7ICS ABEA m THE ESO^vSED SM MEOO Aq^mmiJT
{Ai?.5'(ariiBg a p:ricc-! fcci' w&tar of $40 per
acre-fwot deiiverisd at the aouedact)
; 66e:fe :" M-wml water req-oirefflents,
s jieM,, i __^ ia?. acre^feet
Sul^arsa i i^i s ; ; ; i
t- eers- i Yeax ; Year : J^mr : Year ;
; feet ; I 96O ; 1970 t 1.93C' ; 1990 ' 2000
Southves'tAerTA Ri versid.3 ComLty
famecujla 300 1,800 2,700
Vail 3.800 3,600 3p8» 7^300 7?80O 8,300
Miirrieta 5,800 S^-JOC' 6,600 15,JfTO 21,8'OCs 25,800
Winsfeester South Jj^^QOO \,,Q00 9 ^^00 g^OOQi 4£,000 $7^000
Subtotals, So-atlJ.-
weste^oiL Siverside
iS'OTBfflty 13.»60)Q 11,300 19 .,800 W,000 T3p400 93>800
GSMD TOTALS 124,30x0' 233.300 359>7C»0 549AOO 751>000 932,900
*jCneludes allo"',iraaee f>jr agsflcultural water requir^sroents of up to 6,000 acre-
feet per yesx :I.n yeas' i^;000»
.98.=
TABLE 13
ESTIMATED FUTURE DEMANDS FOR IMPORTED WATER IN
THE SERVICE AREA OF THE PROPOSED SAN DIEGO AQUEDUCT
(Assximing a price for water of $15 per
acre -foot delivered at the aqueduct)
Annual demand in acre -feet
Subarea
: Year
: Year
: Year
: Year
: Yeai"
: i960
: 1970
: 1980
: 1990
: 2000
San Diego County-
San Diego Metropolitan Area
82,000
150,000
235,000
335,000
436,100
Oceanside -Carlsbad
Metropolitan Area
9,200
18,000
28,000
41,000
52,200
Escondido Metropolitan Area
3,800
8,800
16,000
24,000
28,400
Santa Fe-San Dieguito Are©,
2,800
8,200
14,000
21,000
24,300
Bueno Colorado Municipal
Water District
4,000
12,000
21,000
31,000
38,900
Fallbrook
8,500
10,000
13,000
15,000
17,000
Poway Municipal Water District
2,000
4, too
7,800
11,000
13,800
Rainbow Municipal Water District
U,i+00
10,000
20,000
29,000
35,800
Valley Center Municipal Water
District
2,800
11,000
23,000
34,000
41,900
Ramona Municipal Water District
2,300
5,600
9,200
11,700
Rancho El Cajon
1,300
2,300
3,500
4,300
5,300
Pauma Valley
2,200
4,100
6,000
7,200
7,600
North of Santa Fe
300
1,100
1,600
2,800
5,100
South of liELke Hodges
1,800
3,200
5,600
8,400
12,700
East of Del Mar
2,600
8,800
13,000
18,700
Lower Pauma Valley
400
3,100
5,000
6,000
El Capitan
700
1,600
3,000
4,300
Rincon
200
2,700
5,100
7,000
7,900
San Vicente
1,200
3,200
5,800
7,500
9,000
Agua Tibia
500
1,100
1,500
Camp KlUott
3,^0
5,000
7,000
9,000
10,000
Camp Pendleton
4,500
8,500
13,000
13,000
11,200
Subtotals, San Diego County 134, 400 268,500 445,000 631,,500 799,400
Southwestern Riverside Covmty
Temecula
Vail
Murrieta
Winchester South
Subtotals, Southwestern
Riverside County
GRAND TOTALS
800
2,700
4,200
2,000
11,000
12,000
1^,000
2,000
16,000
23,000
27,000
50,000
80,000
84,000
86,000
54,000 107,800 121,700 130,200
134,400 322,500 552,800 753,200 929,600
-99-
TABLE Ik
ESTIMATED FUTURE DEMANDS FOR IMPORTED WATER II
Tm SERVICE AREA OF THE PROPOSED SATJ DIEGO AQdEDyCT
(Assuming a price for water of ^ko per
acre-foot delivered at the aqueduct)
Annual demand in acre -feet
Subarea
: Year
: Year
: Year
: Year
: Year
: i960
: 1970
: 1980
: 1990
: 2000
San Diego Co-unty
San Diego Metropolitan Area
7^^,000
ito,ooo
230,000
330,000
i^3^,500
Oceanside -Carlsbad
]>fetropolitan Area
7,600
15,000
23,000
36,000
47,300
Escondido Metropolitan Area
2,900
6,600
12,000
18,000
21,900
Santa Fe-San Bieguito Area
2,000
6,200
12,000
17,000
l8,4oo
Bueno Colorado Municipal
Water District
3,200
9,500
17,000
25,000
32,900
Fallbrook
7,500
8,800
11,000
13,000
li^,700
Poway Municipal Water District
1,600
3,500
6,500
9,500
11,600
Rainbow Municipal Water Distilct
3,200
7,800
15,000
23,000
27,300
Valley Center Municipal Water
District
1,800
8,000
17,000
26,000
31,900
Ramona Municipal Water District
200
2,200
i*,300
8, too
Raricho El Cajon
1,200
2,000
2,600
3,300
3,900
Pa^juia Valley
1,700
3,500
5,300
6,600
7,200
Worth of Santa Fe
200
700
1,200
2,200
U,000
South of JjBize Hodges
5OG
1,700
3.100
6,700
9,000
East of Del IVIar
1,800
8,100
12,000
15,000
Lower Pauma Valley
1,300
3,600
4,500
El Capitan
500
1,000
2,300
3,400
Rincon
700
2,200
3,900
4,800
San Vicente
300
1,300
3,200
i^,700
6,200
Agua Tibia
800
1,300
Camp Elliott
3,000
i+,500
6,000
8,000
9,000
Camp Pendleton
3,000
7,000
11,000
11,000
11,200
Subtotals, San Diego County 113,700 229,300 390,700 566,900 728, too
Southwestern Riverside County
Temecula
Vail
Marrieta
Winchester South
Subtotals, Southwestern
Riverside County 6,200 34,toO 59,800 80,200
GRAND T0TAi£ 113,700 235,500 425,100 626,700 8o8,6oo
300
1,800
2,700
3,500
4,000
4,500
800
9,600
16,000
20,000
5, too
21,000
38,000
53,000
-100-
Estimated annual demands for additional imported water were computed
by deducting the conveyance capacity of the existing aqueduct from requirements
f for imported water, shown in Tables 13 and ik, and are tabulated below by
decades for the entire service area:
Annual demand for additional imported
water in acre -feet
Water at $15
per
Water at P*0 per
acre -foot
acre -foot
181,000
9^^,000
i+11,300
283,600
611,700
485,200
788,100
667,100
I
Year
i960
1970
1980
1990
2000
Design Demand for Additional Imported Water
The inherent uncertainties relative to estimating demands for water in
the potential service area of the San Diego Aqueduct necessitated employment of
certain assumptions in preparing these estimates as previously described. A
finite determination of the prices that will be charged for water from the aque-
duct cannot be made at this time. Neither can it be predicted whether additional
conservation works will be constructed in the area which as indicated would to
some extent affect the demand for imported water » F\irther, the advent of a
national emergency, or repetition of conditions prevailing during World War II
in the San Diego area would greatly accelerate estimated rates of growth pre-
sented herein.
As shown in the previous section, there would be a difference ia the
demand for water from the proposed San Diego Aqueduct in the order of about
15 per cent, based upon the two selling prices for water delivered therefrom
assumed herein for analytical purposes. It is also shown that with a lower
price for water, the development of demand for additional imported water will
be more rapid than with a higher price.
-101-
In order to provide a basis for selection of the proper aqueduct
capacity, it was deemed reasonable to assume that the actual demand for addi-
tional imported water in the year 2000 would be approximately midway between
the values derived for the two assumed selling prices therefor. The value of
72i+,000 acre -feet per annum in the year 2000 was therefore adopted for design
purposes which amount is equivalent to a continuous flow of 1,000 second -feet.
Set forth in the following tabulation are the water demands by decades
up to the year 2000 which served as the basis for the following analyses of
alternative aqueduct routes to San Diego County:
Acre -feet
Year
Second-feet
per year
i960
1970
231
167,000
1980
ii85
351*000
1990
7^3
538,000
2000
1,000
724,000
■102-
CHAPTER III. ALTERNATIVE AQUEDUCT ROUTES
Upon initiation of preliminary studies for an aqueduct to convey
i'eather River Project water to San Diego County, the Department of Water
Resources vas able to draw upon the experience of the past several years of the
)ivision of Water Resources in its work for the State Water Resovirces Board on
studies for The California Water Plan and upon prior investigational work con-
lucted for the Feather River Project, In connection with these two studies,
prelimineury investigations, paper locations, and reconnaissance type estimates
3f cost were made for n\anerous aqueduct routes leading to San Diego County,
[n addition, of great value was the work done by the San Diego County Water
\.uthority and presented in "Report on the Probable Extent of Authority Area,
bhe Amount and Source of Addltioneil Water Supply Required, and the System
Required to Efficiently Deliver Authority Water to the Agencies Ccanprising that
IVrea", dated June, 1955^ together with "Report on Water Supply for Probable
Futxire Developments in the San Diego County Water Authority", prepared by a
Board of Engineers composed of Raymond A. Hill, John S. Longwell, and Carl R.
Rankin, dated September 12, 1955.
During the coxirse of the investigation, The Metropolitan Water Dis-
trict of Southern California initiated a study of an aqueduct from the vicinity
of San Jacinto south to S€ua Diego County. Studies of that eigency were also of
materisil assistance to the Department of Water Resources.
As stated, an initial premise in the studies of alternative aqueduct
routes to San Diego Coxinty was that this aqueduct would, until Feather Kiver
Project water were made available in the South Coastal Area, be capable of con-
veying to the aqueduct service area presently surplus Colorado River •s'ater
available at facilities of The Metropolitan Water District of Southern California
near San Jacinto. From the eif ore -mentioned studies and from preliminary work
-103-
conducted during the current investigation, it was concluded that the aqueduct
shotiLd head at some point between the westerly portal of the San Jacinto Tunnel
of the Colorado River Aqueduct and Lake Mathews. Several possible routes head.-
ing southerly toward the Temecula River-Rainbow Pass area were considered
worthy of investigation.
South of the Temecula River-Rainbow Pass area, it was concluded early
in the investigation that fo^or general routes, which satisfied the initial
premise of com'-eyance of Colorado River water in the interim vmtil Feather
River Project water would "be available, shoxild be given study. These align-
ments are delineated on Plate 9, entitled "Alternative Aqueduct Routes", ajad
are described as follows: (l) the Barona, or "B" line, which would follow an
alignment easterly of the existing San Diego Aqueduct and at a higher elevation
to a terminus in the proposed Barona Reservoir near the existing San Vicente
Reservoir. This line is similar to that described in State Water Resources
Board Bulletin lo. 3, but would require a pump lift of about 200 feet from the
hydrau).ic gradient of the Metropolitan Water District facilities; (2) a line
parallel to the existing San Diego Aqueduct and extending south of the City of
San Diego, designated the "E" line; (3) a line generally following the align-
ment studied by the San Diego County Water Authority and described in its afore-
mentioned report, designated the "S" line; and {h) a line, designated the "W"
line, further to the west but with a hydraulic gradient comparable to that of
the "S" line.
The alignments of these fouj.- routes generally traverse most of the
coastal area of San Diego Coxmty wherein demands for water are expected to
develop over the next kO years as determined in Chapter II. In consideration
of the premise that the aqueduct should be capable of interim conveyance of
presently surplus Colorado River water, it was concluded that the foregoing
alignments generally comprise all of the feasible routes that fall within the
scope of this investigation.
-IQii-
Intensive study was given to each of the foregoing routes to evaluate
the costs and accomplishments thereof. Described in this chapter are methods
and procedvires utilized in comparing the routes and estimating costs therefor;
a description of each route together with the results of the investigation
thereof; a comparison of the costs and accomplishments of the routes; and an
economic analysis of staged construction of the route selected as being superior
to the others.
Methods and Procedures
Proper economic comparison of the four aqueduct routes studied, neces-
sitated consideration of the cost not only of the aqueduct proper but also of
serving and regulating water in areas of need in the potential aqueduct service
area. In this manner, the over-sdl capital costs of delivery of water at
strategic locations in the potential, water service area of the aqueduct were
taken into account in evaluating the merits of one route as compared with the
others .
In making the economic comparison of the aqueduct routes studied,
including appurtenant storage and conveyance facilities, cost estimates were
carried only to the degree of refinement necessary for a proper comparison of
the costs of each of the alternative routes. The costs of certain items con-
sidered to be common to each of the routes were not included. Therefore, the
estimated costs presented later in this chapter for comparative purposes do not
conpletely reflect the actual cost of construction. It should be noted that
estimated costs hereinafter presented in the various comparisons of alternative
aqueduct routes, as well as in the analysis of staged construction of the
features of the aqueduct route hereinafter selected as being superior to other
routes studied, are all of a preliminary nature. These preliminary estimates
were prepared from reconnaissance layouts on U. S. Geologicsil Sur^rey quadrangles
-105-
supplemented by only general field examination of the routes studied auid sites
utilized. Unit prices were of a preliminary nature and in many cases consisted
of weiglited average costs from experience on similar projects.
Econcanic comparison of the aqueduct routes was made on the basis of
these preliminary capital costs, including a 10 per cent allowance for admin-
istration and engineering and 15 per cent for contingencies. Also included was
interest during one -half of the estimated construction period at k per cent per
annvim. In those instances ■vd:iere proper economic comparison necessitated con-
sideration of the cost of pumping water, the present veilue of futuxre annual
pumping charges, assuming an interest rate of 3-1/2 per cent, was included.
A detailed cost estimate was prepared for the features hereinafter
selected for initial construction. This cost estimate was prepared from
detailed layouts of the features on U. S. Geological Survey quadrangles at a
scale of 1 inch equals 2,000 feet and with contour intervals of 20 and 25 feet.
These map layouts were supplemented by field reconnaissance of the entire line
and, in the instance of certain structures, additional site topography was
obtained by survey crews in the field. Unit prices of construction items were
determined from recent bid data on similar projects and from data furnished by
pipe and equipment meiauf acturers . Pi'ices utilized are considered representative
of those prevailing in the fall of 1956.
Design features of plans upon which the foregoing detailed cost esti-
mate was based are necessarily of a preliminary nature and primarily for cost
estimating purposes. More detailed investigation, which would be required in
order to prepare consti'uction plans and specifications, might result in designs
differing in detail from those presented in this report. However, it is believed
that such chajiges would not result in sig:aif leant modifications in estimated
costs.
-io6.
It will be noted that no subsurface drilling was done at the various
dam sites or along the aqueduct route with the exception of the drilling per-
formed by The Metropolitan Water District of Southern California edong a portion
of the canal section.
The Department of Water Resources during this investigation retained
the services of Mr, A« H= Ayers, Consul temt Civil Engineer, who reviewed the
adopted vinit prices for excavation, backfill, and structural concrete, and
advised the Department on construction methods and procedures for cost esti-
mating pvirposes.
I
The economic comparison of the considered alternative routes was
based on a size of aqueduct that wo^Ild supply the probable demand for imported
water in San Diego and southwestern Riverside Counties in the year 2000 herein-
before developed in Chapter II. This resulted in a design capacity of about
1,000 second-feet for each aqueduct at its point of take-off from facilities of
the Metropolitan Water District. For each alternative aqueduct location, it
was assumed that this discharge would be conveyed in a single conduit extending
to a chosen tenninal point in San Diego County. In each case, the capacity of
aqueduct was diminished as it proceeded southward in accordance with the esti-
mated demand thereon, as developed in Chapter II. Although it was recognized
that further detailed analysis would be necessary for selection of the proper
initial capacity of the selected aqueduct route, it is believed that the -Jhosen
capacity provides an adequate basis for c<aiparison of the accomplishmeats and
costs of the four considered routes for purposes of making a selection of the
proper route.
It was as Slimed that in the year 2000 the supply of water available to
the aqueduct would be on a continuous flow basis, and, as a result, at that
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time about 150,000 acre-feet of storage capacity wo'ild be required to regiilate
coatiirious flow in the e^tisting eiad pj.-oposid aq.ueduct8 to rionthly irrigation
aad urban demand schedules. The required am.ount of storage capacity was based
upon monthly demand schedules developed in Chapter II. The assiimptioa that
the aq.ueduct would receive water on a continuous flow basis is considered
reasonable from the standpoint of ease of operation of the system supplying
water thereto and, since on the basis of preliminary examination it was con-
sidered that regulatory storage capacity could be constructed in the Sain Diego
Aqueduct service area at substantially lesser cost than providing excess capa-
city for peaking pui'poses In the Feather Pdver Pro^lect Aqueduct. Further, the
Colorado Riirer Aqueduct east of Leike Mat'iews is designed for continuous flow
operation.
Several factors affected the selection of type and size of aqueduct
to convey the design dlschexge. TLiase factors included the location and eleva-
tion of nat\iral control points, elevation of delivery points for aq.ueduct water
giving consideration to pumping that would be required, and the elevation of
available sites for regulatory or teriminal storage.
For each of the considered routes, comparative analyses were made of
economic size and hydraulic gradient giving consideration to the foregoing
factors. Due consideration vas also given to the required size and general
location of major laterals to the various subareas described in Chapter II from
each aqueduct and to the locations of regulatory storage capacity. Thus, for
each of the considered aqueduct routes, it was possible to determine the proper
distribution of the reqxiired regulatory storage capacity in its relationship to
size of the main aqueduct and major laterals therefrom.
After preliminary study, it was concluded that adequate comparison of
the accomplishments and costs of ee.cfc of the routes would be obtained by assviming
-108-
Lower Otay Reservoir as a point of terminus with a terminal hydraulic grade
line elevation in the aqueduct of about 550 feet.
As hereinafter described, subsequent economic analyses of terminal
facilities were made to compajre the advanteiges of Lower Otay Resejrvoir with an
alternative terminal reservoir site located immediately upstream and herein
designated Minnewawa Reservoir . It was found, however, that conclusions reached
as to the relative merits of the different routes would not have been affected
had the alternative Minnewawa site been taken as the terminal point in the
comparative analyses «
As previously stated, it was considered that the existing San Diego
Aqueduct, with a capacity of about 195 second=feet, would be operated as an
integrated unit with the new aqueduct. Therefore, for each of the routes con-
sidered, the most economical plem of serving water to San Diego and south-
western Riverside Coimties was developed, ■»rtiich, in certain instances, dictated
delivery of water from the existing aqueduct to lands not now receiving water
service therefrom.
Preliminary designs of aqueducts smd appurtenant structures, as
stated, were primarily for cost estimating purposes. Designs were developed to
sufficient detail to permit preparation of a sound estimate of cost and to
provide assurance of engineering feasibility. Typical designs upon which esti-
mates of cost were based are delineated on Plates 11 through 20 and are dis-
cussed in this section.
As stated previously, cost estimates prepared during this investiga-
tion included; (a) those estimates prepared on preliminary bases for purposes
of economic comparison of alternative routes, utilizing weighted unit prices
and based upon designs carried only to sufficient degree of detail to establish
=109=
engineering feasibility; Cbj a detailed estima-te of the capital costs of facil=-
ities hereinafter selected for iaitiai construction. The following design
criteria vere utilized in the preparation of both of the foregoing types of cost
estimates .
As hereinafter discussed, it was decided that the area traversed by
the northern reach of aqueduct generally between the point of take-off from the
Colorado River Aqueduct suad the Temecala River axe& is favorably adapted to
ceuial construction. From the Temecula River area southward, it was found that
the general topography dictated the use of pipe line for the aqueduct constanic-
tion. There are presented folloviag desiga criteria for both canal and pipe
line sections of the aqueduct.
The largest sisagle imflueaciag factor in the design of canal sections
was the limitation of allowabls head Iobb dictated by the elevation of avail-
able regulatory storeige sites and the controlling elevations of csjrtain natural
topographic features along the aqueduct routes.
All canals studied were assumed to have unreinforced concrete linings.
Cross sectional requiremeats were deterndned after establishment of the
limiting slope utilizing a Manning's "a" value of O.OII+ with side slopes of
1.5:1 throughout. Althoiagh it is recognised that in certain areas steeper side
slopes co'old be safely constructed, the esonooiics of canal construction dictate
employment of a uniform section insofar as possible.
In those areas, where it appeared that hydrostatic pressure would
develop under canal linings, underdrains were provided. Contraction of the
lining was provided for by transverse grooved joints at 12-foot intervauLs and
longitudinal Joints near the toe of each side slope filled with appropriate
filler material.
=11C-
Canal alignments were laid out on available U. S. Geological Survey
7=1/2 minute quadrangles at a scale of 1 inch equals 2,000 feet with contour
intervals of 20 feeto In all cases, field examination of a reconnaissance
nature was made to confirm or adjust alignments selected by map studies. The
quadrangles were enlarged to a scale of 1 inch equals 1,000 feet and the center
line of the canal was plotted thereon. Having fixed the section as described,
the selected alignment was that •vrtiich wotild achieve the minimum ccmbined cost
for excavation and embanlanent. For each prevailing transverse slope, an
optimum depth of cut was determined. When the canal section was in level
co\mtry, the optimum depth was found to be such that the water surface was
approximately one foot above natural ground. With transverse slopes of 30 per
cent the water svirface was approximately ^.0 feet above groimd surface at the
cut line. These water surface elevations, therefore, would permit gravity
diversion to irrigation users adjacent to the cfitnal. Geologic examination was
made to determine probable excavation conditions.
In locating the canal center line, a minimum radius of curvature of
200 feet was assumed, which value meets the requirements for minimvim radius in
the operation of canal lining machinery. Points of intersection for the curves
were so located as to best fit the terrain, and tsmgents were drawn to these
points of intersection. Distances were scaled between points of intersection
and curve distances computed. From these data the center line stationing was
carried forward.
Economic studies were made for areas of deep cut to determine the
advanteige of rerouting the canal around such areas particularly where rock cut
would be encountered. In computing all estimates a shri nk age factor of 15 per
cent was employed in embankment requirements.
Borrow in earth section was assumed to be taken directly from canal
right of way. In areas of rock excavation, needed embankment would generadly
-111-
necessitate proc\irement of borrow material from adjacent acceptable borrow
areas. Tjrpicsil canal sections are shown on Plate 11, entitled "Typical Canal
Sections".
At the point of diversion frcaa San Jacinto tunnel portal, the ceuial
section of the aqueduct route, hereinafter selected as the most econcxnical,
would have headworks facilities coasistiug of a short tunnel intersecting the
existing tunnel, a flume, a siphon, sind a metering structure. These structures
are described in detail in Appendix B and sire illustrated on Plate 13^ entitled
"Diversion and Metering Sti*uctures" . At the point ^ere the foregoing caneil
section would terminate and the flow would enter the pipe line comprising the
southern portion of the proposed aqueduct, a canal terminaQ. structiire would be
provided. This structure is described in detail in Appendix B and shown on
Plate 18, entitled "Canal Terminal Structxire".
The canal section of the selected aqueduct route would have a modified
cross section at one of the points where it would cross the existing San Diego
Aqueduct and would be eqtoipped with sand trap facilities just prior to entering
the pipe line. These canal structures are 3ho"«3n on Plate 19, entitled "Miscel-
laneous Canal Structures".
Siphons . Throughout the canal alignments, crossing of existing
facilities such as the existing San Diego Aqueduct and large drainage channels
were accomplished by the use of siphons. The two types of siphons employed
were box 8uid circuleur, both of reinforced concrete construction. Box siphons
were used where the maximum head was 35 feet or less and circular siphons \rtiere
the maxim\mi head was over 35 feet.
Box siphons would be of two-barreled reinforced concrete type having
dimensions of 8 feet by 10 feet for each barrel. Circular siphons were single
bsirrels having a diameter of 10 feet and would be constructed either of precast
"•IJL2-
or monolithic reinforced concrete pipe. Friction losses through siphons were
determined by the Manning formula using "n" values of 0.0l4 for concrete box
siphons, 0.0115 for precast concrete pipe, and 0.012 for monolithic concrete
pipe. Inlet and outlet transitions were designed to hold head losses to a
minimum. Actual energy losses in the transitions were not computed but the
lengths of the transitions were selected to give angles of convergence and
divergence of water surface consistent with the head losses assumed. Losses
equal to one-tenth of the difference in velocity head at inlets and two-tenths
of the difference at the outlets were assumed, in addition to friction losses.
Typical siphon and transition sections sjre shown on Plate 12, entitled "Typical
Siphons".
Preliminary designs of siphon structures to obtain required quanti-
ties of steel suad concrete were based upon similar structures now under
construction by the U. S. Bureau of Reclamation on its Putah South Canal
Project. Box sections were assianed to be rigid frame structures designed to
withstand a head of about 35 feet. External forces considered were a \aniform
vertical load, and a uniform and triangular lateral load. In addition for
siphons under highways and railroads, impact loading was assumed.
Prices for monolithic and precast reinforced concrete pipe obtained
from pipe manufacturers were based upon a preliminaiy design, assuming sin
allowable unit stress in reinforcing steel for internal pressure equal to
13,500 pounds per square inch, autid for combined internal and external loads,
20,000 pounds per square inch. Reinforced concrete pipe was used for heads up
to 100 feet. Reinforced concrete cylinder pipe was used throughout for heads
above 100 feet with a minimum 12 -gauge steel cylinder. Total area of steel was
apportioned on the basis of 60 per cent to the cylinder and inside cage and kO
per cent to the outside cage.
-113-
CrossDrainagra Strv'.qtri;es . Cross toainage alojog cs^al aligniaeats
wouJ.d not be per-^viitted. to eatsr the ct^aaJ.. Acbais3io:i of s;icli ws.ter could cause
damage to tie stnict'jre, woiLld iiaterially increase maiatenancs costs since this
water would carry substantial bedloadS;, and wovild offer the threat of pollution
and contamination of the water supply. The type of drainage structure used for
design purposes vras dependent upon the estimated quantity of tributary discharge
and on the grade of the carial invert e.t the point of crossing. In the case of
larger streams, generally those with an &jaticipated peak discharge of 1,500
second-feet or greater, dvj:ing a flood with a frec^uency of once in one hundred
years, the flow of the canal was carried \mder the stream in a siphon. For
anticipated discharges of 1,500 second-feet or less, either an overchute or
culvert structxire would be provided.
Probable drainage discharge was determined by the method derived in
the report "Hydrology of Western Riverside Coiaaty, Calif oi-nia" , by H. C.
Troxell, U. S. Geological Suxvey., October, 1948.
'vjhenever anticipated discharge was less than kO second -feat, an
econcanic analysis dictated a pipe overchute. This strvictuxe would be of welded
steel pipe, designed for a minimum velocity within the pipe of 15 feet per
second. Flared inlet and outlet tra-asitions were provided. Where overchutes
were dictated and flows were e(;.ual to or greater than 40 second-feet, rectangu-
lar concrete structures were provided. Traini;ag dikes woiO.d be constructed to
guide r-jnoff to the inlet transition section of the overchute. Flared inlet
and outlet sections were provided with a rectejigular section designed for a
minimum velocity of 10 feet per second.
For the larger concrete cvercLutes, a center pier wo\ild be provided
in the canal for added support, and cross struts constructed to support side-
weQ-ls of the overchute. Energy dissipators woxiid be provided at the discharge
^U.k-
end of overchutes and would consist of concrete "dragon teeth" In the Invert.
In addition, riprap voiild be provided downstream from the structure to reduce
erosion. In the structiiral design of the rectangvilar overchute sections, it
was assumed that they wovild have fixed end conditions at one end and would be
simply supported at the other.
Typical designs of overchutes, culverts, smd irrigation crossings
are shown on Plate l6, entitled "Typical Overchutes, Culverts and Irrigation
Crossings".
Timber Bridges . Timber bridges were provided at all farm roads and
other private road crossings, secondary county roads, and at inteiTnediate
points irtiere large holdings woxild be severed by the canal. These bridges were
designed for H-10 loading with a roadway width of l6 feet. The bridges were
located so as to cross the csmal at right angles to the center line insofar as
possible. It was assumed that select Douglas fir of structural grade would be
used with the following unit stresses; bending, 1,600 pounds per square inch;
compression parsLLlel to the greiln, 1,200 po\inds per sqviare inch; bearing, 3^5
pounds per square inch; shear, 100 pounds per square inch. Typical designs of
timber, farm, and private road bridges are shown on Plate ik, entitled "TypicEd
Farm and Private Road Bridges".
Concrete Bridges . Concrete bridges were used for all state highway
and most county road crossings. Where the ceaaal suLlgnment could not be
adjusted to a right angle crossing with these roadways, skew tj'pe bridges with
a minimxffli skew angle of 75 degrees with the canal center line were used. A
minimum roadway width of 40 feet from curb to curb was assumed for all state
highway bridges with 26 feet curb to curb width for aJ.1 county road bridges.
For computation of steel and concrete reqxiirements, H-20S l6-hh loading, set
forth in the American Association of State Highway Officials Standard Specifi-
cations for Highway Bridges, was adopted. Bridges would consist of two simple
"115-
spams supported on reijoforced concrete abutments with a reinforced concrete
pier located at the canal csriter line. Spans were of flat slab cojistruction.
Typical designs of concrete county and state highway road bridges are shown on
Plate 15, entitled "Typical County and State Highway Bridges".
Checks . Check structures were provided where recniired to effect
water delivery to adjacent lands d^aring periods of low flow in the cansJ.. The
canal section was mdeaed at check structures so that waterira,y openings of the
checks were approximately that of the canal cross section. Checks were equipped
with single radial gates 16 feet in width and with additional openings on either
side of the gate where flow wovild be regulated with stop planks. Friction
losses through the checks were assumed to be equal to the head loss in a com-
parable reach of canal section. Raising and lowering of the radial gates would
be accomplished by hoist cables wo^Ind on motor operated drvmis located on the
decks above the gates. A typical check structure is shown on Plate 17, entitled
"Check Structure".
Turnouts . Tui'nout structures were provided to effect deliveries of
water to areas suLong the canal alignment. T!ie turnout structure woxild consist
of a reinforced concrete pipe placed under the caaaJ. embankment, with its
invert at the same elevation as the canaJL invert. At the point of turnout, the
caneil embankment would be slotted to accommodate a vertical concrete headwall
and vertical slide gate at the inlet of the concrete pipe. A typical ttirnout
structure is shown on Plate 19, entitled "Miscellaneous Canal Structures".
Irrigation Pipe Crossin gs. Existing irrigation pipe lines were
carried over the canal in a single span. For purposes of cost estimates, it was
assumed that those known crossings, for the most part within the bovindaries of
the Eastern Mimicipal Water District, wo'xLd be l8-inch pipes. These crossings
•116-
would be similar to those of the pipe overchute previously described and shown
on Plate l6, entitled "Typical. Overchutes, Cxilverts and Irrigation Crossings".
Utility Crossings . Where the canal wovild cross existing utilities
such as power and telephone lines, alteration of these facilities to provide
proper clearance over the canal embankments would generally be reqxxired. A
detailed estimate of the cost of acccxnplishing this at each individual crossing
was not made. An estimate was made of the cost of work and materials involved
in a typical crossing, and this cost was multiplied by the nimiber of crossings
involved.
Pipe Lines and Appurtenar.ces
As hereinafter described, south of the Temecvila River area and to the
terminal point of the vau'ious alternative routes considered in this investiga-
tion, the aqueducts would be pipe lines flowing under pressure with sections of
both steel suad reinforced concrete pipe. For purposes of the estimates, rein-
forced concrete pipe with double rubber gasket joints was used for heads up to
100 feet and lock joint concrete cylinder pipe for heads generally up to 200
feet. Where the hydrostatic head was greater than 200 feet, it was generally
assumed that welded steel pipe would be employed. Departures from these
criteria were made where relatively small lengths of pipe were involved.
Preliminary design criteria for concrete pipe were those previously
described \mder "Siphons". Friction losses were computed using a Manning's "n"
of 0.0115. Exterior loading was based on Marston's formtila for 90 degree
bedding nonprojected, with the assumption of exterior cover of 10 feet.
Steel pipe was assumed to have an interior cement mortar lining and
an exterior coating of reinforced cement mortar. It was assumed that all steel
pipe would have a Tnininrnm plate thickness of 7/l6 inch, which would be required
-117-
to keep pipe deifleotion vltMi two per cent lander cover loads of 10 feet. It
was p.ssuiffied that steel plata coafoirjiag to specification P.-2k^ of the American
Society for Testing sAate^rlels vovO.d. be utilised ia fabrication of the pipe,
although it is recognized that vjadex' certain cond'itions of high head a high
strength low alloy steel niight merit consideration dxxring final design c Esti-
mates contained herein were not based on the use of the latter material. Fric-
tion losses for steel pipe were also based on the use of Manning's fonuula with
a "n" of 0.0115. Typical pipe line structures and trench details are sho^m on
Plate 20, entitled "Typical Pipe Line Structures and Trench Details".
Eiccavatioa and Backfil_l . Estimat>?d guaxitities of trench excavation
for the pipe lines were determined from the profile assuming a mnidum cover of
three feet. In order to ijdnimi'ie sharp verticaj. cui'vature and unnecessary
surmrlts in the pipe grade, cuts in coiapon ms-terial up to 20 feet in depth were
made where horizontal distances were atout 300 feet or less and lesser depths
and lengths of cuts were made in rocJi depeMing upon the estiiuatsd cost thereof.
A reconnaissance geologic ©"accination vras roade over the several
routes in order to classify materials with respect to cost of excavation.
Pipe trenches were assuaied to be baclsfllled to original groimd sur-
face and compacted to a depth sufficient to pi'ovide 120 degree bearing on tbe
pipe. In certain instances flooded send backfill ■vjas assumed. Bacisfill for
all structures along the pipe line was assumed to be compacted.
Air Release a nd V acuu m VaT.ve Structtires. Air release and vacuum
valve structures were located at sumiolts along the pipe line to allow air to
escape when pipes are being filled and to allow the entry of air lahen. the pipe
is being drained in order to prevent collapse of the pipe under operating con-
ditions. P>3.1 air valves were a combination of air-inlet and air-i-elease valve
assemblies and of the type actuated by metal floats. Standard commercial
-lie-
ad.r=release and vacuxan valve assemblies were assiimed. For piirposes of the
estimates, it was assumed that the valve opening wovild be eight inches in
diameter.
The stmcture housing the valve assembly woiild consist of aji unrein-
forced concrete block at the appropriate location which wovild encase the main
pipe line and act as a base for the concrete pipe riser. The concrete block
would act as a fovindation for the structure as well as giving support to the
pipe walls, A precast reinforced concrete pipe would fit vertically into a
groove on the concrete block and serve as a chamber for the air valve and for
an entrance into the manhole in the main pipe line. A typical design of these
structures is shown on Plate 20, entitled "Typical Pipe Line Structures and
Trench Details".
Manhole and Blowoff Structures . Manhole smd blowoff structxires were
located in all low points along the pipe line. These structures serve two
purposes; first, to drain water from the pipe line for maintenance purposes;
second, to provide an entrance into the pipe for inspection and maintenance.
The structure would consist of a reinforced concrete block at the
appropriate location, which would encase the main pipe line. The concrete
block would act as a foundation for the structure, as well as giving support to
the pipe walls, A precast reinforced concrete pipe would be fitted vertically
into a groove on the concrete block and serve as a chamber for entrance into
the manhole in the main pipe line. The valves and fittings were located so
that water could be drained from the pipe line without removing the manhole
cover.
Turnout Structures . Turnout structures were located at points along
the pipe line where water would be diverted from the aqueduct. The structure
wovild consist of an outlet from the main line to which a valve would be attached.
=119-
The valve ■would be enclosed in a staadpipe of appropriate dimeasious ■which
■woiild ex-tead to approximately tiro feet abc\-e nat-ural grouad level. A s-oitable
cover would be attached to the top of the vertical staadpipe.
Vent StractTires . Vent stnictures were provided ■wherever the grade of
the pipe line approached the hydxa^ilic grade line therein. The structure
■would consist of a concrete block east around the main line upon which vertical
precast concrete pipe sections would be erected. The diameter of the standpipe
would be the same size as the maia line^, and would extend to approximately 10
feet above the hydraulic grade line. The top of the standpipe would be covered
with a grating vriaich would allow free passage of air into and out of the pipe
line.
Since -the design capacity of the pipe line would decrease progres-
sively as it extends south'ward, thei-e is possibility of intermittent overflow
at the vent structures under certain operating conditions. Therefore, facil-
ities were provided for collecting this overflow and leading it away from the
struct'ore. All vent Fstructures were enclosed -with chain link fence.
Road and Fa.gb.way Crossings. Where the main pipe line wo-Jld cross
secondary and county roads,, no specia]. provision was made in the design. It ■was
assumed that the trench would be excavated across these roads and temporary
wooden bridges provided during constiniction. After backfilling aad compacting,
temporary paving would be laid followed later by replacement of the existing
pavement. Wiere the line wouJLd cross state high-ways, the pipe would be placed
by cut and cover methods, or by slacking a casijag under the roadway and thread-
ing the pipe through, the method used depending upon the amount of traffic
involved and the type of material encountered at each crossing.
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Dams and Reservoirs
Dams and reservoirs were laid out on available U. S. Geological
Survey quadrangles at a scale of 1 inch equals 2,000 feet enlarged to a scale
of 1 inch equals 500 feet except at certain sites where topography was obtained
in the field or larger scale topography was available, as described for each
site in Appendix E.
A geological reconnaissance was made of the dam sites and suitable
material for embankment was located for those dams which were best suited for
earth or rockfill type of construction. Selection of slopes and of type of
construction was based upon reconnaissance data on the character of the earth
and rockfill materials available, utilizing past experience of various agencies
in the construction of fill type dams.
Estimates of cost of raising the existing concrete dams at the Lower
Otay and San Vicente sites were based on the amount of additional concrete
required in the cross section to maintain stability and provide the required
additional height, together with provision for additional appurtenant
facilities.
H Detailed descriptions of each of the dam and reservoir sites and of
preliminary designs of structiires therefor, accompanied by detailed cost esti-
mates, are presented in Appendix E of this report.
Tunnels
Tunnel sections utilized were of a standard 9 • 0-foot diameter horse-
shoe design employing steel ribs and timber lagging for support when necessary
1 and wovild be concrete lined throughout.
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Ri ghte of Way for CaLaal aad Pipe Lines
Right of way costs for canal sections were of a reconnaissance
nature. An attempt was made in the estimates to reflect the character of the
land taken, improvements affected, and severance damages resulting from loss of
access and size or impaired shape. It was assimed that an average width of 150
feet would be taken for the canal.
The present market value of the land was based on records of com-
parable property sales available in the affected area. For the pipe lines, it
was assumed that easements woiAld be obtained, the consideration for which was
assumed to be equal to one-half of the estimated cost of the land. It was
assumed that a permanent easement of 100 feet would be obtained for the pipe
lines .
The costs of acquisition of lands for the various reservoir sites
considered were estimated in a manner similar to that described for the canals.
Unit Prices
As has been indicated, the investigation of alternative acjueduct
routes to San Diego County required preparation of estimates of cost with twa
degrees of refinement: (&) those estjjaates prepared oa a preliminary basis for
purposes of economic comparison of alternative routes, utilizing weighted unit
prices and based upon designs carried only to svifficient degree of detail to
establish engineering feasibility; (b) a detailed estimate of the capital costs
of facilities hereinafter selected for initial construction.
Unit prices for the detailed cost estimate were developed from several
sources. Reports of the Daily Construction Service and recent construction con-
tracts throughout western United States were employed as a guide in selecting
appropriate prices for the San Diego County area. These prices were modified irtiere
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required in order to reflect paxticvilar conditions on the job vinder considera-
tion.
In general, the average of the vuiit prices bid by the three lowest
bidders on a given item were used, with this average, as stated, adjusted for
the difference in current cost index and for apparent differences in constjruc-
tion or fabrication conditions. For special items, such as large control
valves, manxif acturers ' prices were obtained and estimated installation costs
added thereto.
Costs of pipe for both reinforced concrete and steel were supplied by-
major pipe manvifacturers in the southern California axea after consultation
with personnel of the Department of Water Resources and in some cases field
reconnaissance of the silignments under consideration. To the prices furnished
by these manuf actvirers , costs of installation were added.
Set forth in Appendix C are unit prices upon which the foregoing
detailed cost estimate was based.
Storage Requirements
Economical construction and satisfactory operation of an aqueduct,
such as that considered herein, require the construction of reservoir storage
capacity for both regulatory and emergency purposes.
Generally, in long aqueducts, economics dictate the design and opera-
tion thereof on a continuous flow basis and the use of storage capacity to
regulate this continuous flow from the aqueduct to the demand schedule of the
service eirea. Since, in the normal process of aqueduct operation, periods of
shutdown are required for maintenance emd inspection, additional storage is
required for these pvirposes. It is also considered desirable to provide a
further amoxmt of storage at strategic locations so that service can be main-
tained in the event of unforeseen bresJtdowns along the aqueduct. Storage for
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these latter two pvurposes is designated herein as "emergency storage", as dif.
ferentiated from regulatory storage req:aired for normal aqueduct operation.
The amoxmt of regulatory storage capacity required for imported water
in year 2000 for both the existing and proposed aqueducts was determined on the
basis of data presented in Chapter II. It was assxmed that reseri/oirs operated
in conjimction with the main aqueducts would provide regulation of water
deliveries to monthly demand schedules. Where reqiiired daily and weekly peaks
would be satisfied by local regiolatory storage facilities. From data presented
in Chapter II and on Plate 8, it was found that the volume of regulatory
storage capacity reqiiired would vary from about 11 per cent of the estimated
total annual imported water req-cdr^neat in year 2000 for the San Diego Metro-
politan Area to about 26 per cent of this amount for certain of the predominantly
agricultiiral areas. The totaJ. reqiiiremeat for regulatory storage capacity was
found to be about 150,000 acre-feet or about 17 per cent of the total estimated
annual delivery of imported water to the service area in the year 2000.
Since it was assumed that water would be delivered to the proposed
San Diego Aqueduct at San Jacinto t-mnel portal on a continuous flow basis, the
total required storage capacity was fixed as determined above. However, deter-
mination of the proper location and distribution of the total capacity neces-
sitated careful economic analyses of several alternative plans. Reconnaissance
investigation was made of 55 potential reservoir sites. Preliminary estimates
of cost were prepared for six proposed dams and reseivoirs and for conveyance
facilities to provide water service to the ai'eas of need and to coimect the
reservoirs with the main aqueduct, with various patterns of geographical dis-
tribution of resei-yoir storage.
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Estimates of cost were also prepared for raising Lower Otay Dam and
San Vicente Dam to the heights required to provide regvilatory storage capacity
required for the "S" and "W" line operation hereinafter described. The esti-
mated costs for these dams and reservoirs for the different storage capacities
required in the "E" line operation were based on the foregoing estimated costs
of these two dams and reservoirs adjusted for the different heights of dams
reqviired.
On the basis of these preliminary studies, the most economical plaji
for operation, conveyance, and regulation of the delivered supply was selected
for each of the alternative aqueduct routes.
The reservoirs selected for each of the considered alternative routes
and the capacities thereof are presented hereinafter for each of the alterna-
tive routes studied. Presented in Appendix E are descriptions of each of the
dam and reservoir sites, for which cost estimates were prepared, including
descriptions of the construction features of dams considered at these sites,
and estimates of cost therefor.
As previously mentioned, emergency storage would be required in con-
nection with the San Diego Aqueduct to maintain continuity of supply dtiring
periods of shutdown for maintenance or because of the occurrence of natviral
phencsnena causing interruption of operation such as esirthquake, damage by flood
or leuadslide, or other acts of God.
In determining the required amo\mt of storage capacity, consideration
was given to the requirements during a period of plaixned shutdown for mainte-
nance and inspection work and also to the length of time that would probably be
required to repair the Colorado River Aqueduct in the event of xmpredicted
interruption. In this connection, the facilities of The Metropolitan Water
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District of Southern California and Los Angeles Department of Water and Power
were revieved. The Metropolitan Water District at their Lake Mathews facility-
maintains about tx?o months' supply for its service area for emergency and
plsinned interruptions in the Colorado River Aqueduct. The Los Angeles Depart-
ment of Water sind Power in connection with the Los Angeles Aqueduct provides
sufficient storage to accommodate Ebout a three-week shutdown period.
If a3J.ow£^ce were made for three weeks' supply during emergency and
planned shutdown, resejrve storage required for the proposed San Diego Aqueduct
would be in the order of 50jiOOO acrs-feet based upon estimated water deliveries
in the year 20CXD, with a requirement of about 29,000 acre-feet based on esti-
mated water deliveries in the year 19BO. Since the City of Ssui Diego and many
of the other agencies in the Saxi Diego County Water Authority have, emd prob-
ably will continue to have, the use of several large storage reservoirs as
supplementary water supply soiirces, the foregoing emergency storage requirements
are on the conservative side. However, it appears that emergency stor-age is
needed to provide assurance of water deliveries to areas in the northern peurt
of San Diego County and southwestern Riverside County \rtiere storsige facilities
adaptable for this purpose aire limited or nonexistent.
Between San Jacinto Tunnel and San Vicente Reservoir, the only
storage on the existing San Diego Aqueduct is at San Jacinto Reservoir, which
has a gross capacity of about 1,800 acre-feet. This relatively small amount of
storage capacity would be completely Ineffective in supplying needs of the
service area to the south in the event of shutdown of the Coloi^auio River Aqueduct
for more than a day or two. It is believed imperative that a substantial amount
of emergency storage be provided near the upper end of the proposed new San
Diego Aqueduct for the afore -stated reasons.
Investigation was made of possible dam and reservoir sites between
San Jacinto Tunnel and Rainbow Pass. It was found that few sites were available
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and that these generally posed construction diffic-'xLties requiring large
expenditure for a relatively small amo\int of stoz'eige capacity or were not at a
proper elevation for gravity operation. Two possibilities were given detailed
consideration, the existing Vail Reservoir and the Auld Valley site located on
Tucalota Creek, both shown on Plate 9, entitled "Alternative Aqueduct Routes" .
A substantial amount of storage capacity in both the existing Vail Reservoir
and the proposed Auld Valley Reservoir coiild be utilized with gravity operation
of the canal extending from San Jacinto to the viciaity of Temecula River. It
was foxmd that, in order to connect the proposed aqueduct to the existing Vail
Reservoir, it would be necessairy to swing the alignment a considerable distance
eastward of a more or less straight line from San Jacinto tunnel portal to
Rainbow Pass ^ereas the Atild VaLLley site is located very near to such a
general line. Use of Vail Lake for an emergency reservoir site would therefore
necessitate construction of substantially greater aqueduct length. On the basis
of preliminary cost compsirisons, it was indicated that the use of the Auld
Valley site would be some'irtiat less expensive than use of the existing Vail
Reservoir and, further, utilization of Vail Reservoir would interfere with an
existing water conservation facility owned and operated by a private entity.
For these reasons, it was concluded that the Auld Valley Reservoir would be
superior to Vail Reservoir from the standpoint of providing emergency storage
for the future operation of the existing and proposed San Diego Aqueducts.
It was found that a storage capacity of about 3-3,000 acre-feet could
be obtained by construction of Auld Valley Dam with a spillway lip elevation of
1,U85 feet. It sho-old be noted that Auld Valley Reservoir would provide emer-
gency storage for only that portion of the service su:ea to the south. The
portion of southwestern Riverside County lying north of the reservoir site,
including lands within the Eastern Municipal Water District considered for
service from the aqueduct, would not benefit from emergency storage in Aiild
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Valley Reservoir. On the fcasis of a three-week emergency or plsiined shutdown
period, it is estimated that the axaa that wovld be seived fi'om the proposed
San Diego Aqueduct to the north of Auld Valley Reservoir would recniire about
1,400 acre-feet of emergencir storage in 19^0^ and 1,550 acre-feet in year 2000.
The Eastern Municipal Water District has under consideration constardction of a
dam and reservoir at the Eemet site located near Hemet. It is estimated that
about 28,000 acre-feet of storage capacity could be developed at this site to a
maximum water siirface elevation of 1,570 feet. Storage of flows from the
proposed San Diego Aqueduct in this reservoir wovild require pumping. Until,
and imless, this reserxoir were constructed, two possible relief measures coiild
be undertaken in the event of axi emergencji-, neither of which are considered
satisfactory substitutes to the construction of resei-voir storage capacity for
the area.
Provision could be made for pimping of grouxid vrater into the canal to
tide water users over a period of emergency shutdown, or, with check stjructvires
located in the canal, as prevloxisly described, water covild be pumped out of
Auld Valley Reservoir and over the check stroictures to the service area. Each
of these plans woul.d require investment in pumping equipment that wo'iLd be
idle for extensive periods and, as stated, are not considered satisfactory sub-
stitutes for reservoir storage.
Analyses of Alternative Aqueduct Routes
In accordance with the basic assumptions and premises for the investi-
gation set forth hereinbefore, a comparison was made of the several alternative
aqueduct routes to San Diego County extending southerly from facilities of the
Metropoliteua Water District between the west ported of San Jacinto Tunnel £uid
Lake Mathews. As stated, the preliminary comparisons were made on the basis of
conveyance of 1,000 second-feet of continuous discharge which is equivalent to
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the estimated demand for additional impojrfced water in the potential aqueduct
service ficrea in the year 2000 developed in Chapter II.
The terrain south of the Colorado River Aqueduct, between San Jacinto
Tunnel and Lake Mathews, consists of a series of broad interconnected valleys
extending down to the Agua Tibia and Sa^ita Rosa Mountain Ranges. South of
these mountain ranges to the vicinity of San Diego, the terrain consists of
moderately high mountain ridges on the east sad rolling hills interlain by
limited valley ereas extending westward from the mountains to the coast.
The gently sloping valley lands south of the Colorado River Aqueduct
merging into the moderately rolling terrain north of the Agua Tibia and Santa
Rosa Mountain Ranges is adB-ptable to canal construction. The more rugged
terrain south of these mountain ranges is considered suitable only for pipe
line construction. Passes in the divide between the drainage areas of the Saji
Jacinto and Santa Margarita Rivers are located adjacent to Rainbow Valley and
Pala Creek and have elevations of about 1,300 and 1,260 feet, respectively. In
order to maintain gravity flow to San Diego Coxinty and provide water service at
minimum cost to the potential aqueduct service area, it was decided that the
proposed San Diego Aqueduct could traverse either of these passes with a
hydraulic gradient above that of the groimd surface elevation of that pass
through which it would be located.
It was found that from the standpoint of cost of construction of
aqueducts south of the afore -mentioned drainage divide. Rainbow Pass was superior
to Pala Pass for aqueducts generally parallel to or west of the existing Seua
Diego Aqueduct, and Pala Pass was found to be more desirable for an aqueduct at
an intermediate elevation such as the Barona line.
Presented following are descriptions of each of the alternative
routes studied, the appurtenant facilities for conveyance of water to strategic
points in the service area, the method of operation and delivery of water for
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e&ch. rov-te, and pi'elir>d.n?.r/ estlHiates of cost for the aqueducts and appurtenant
facilities. The followrlag sections deal sep&j:ately \rlth the reach of aqueduct
from the Colorado River Aqueduct to P^-inbow Pass and with foxir alternative
alignments for the reach of aqueduct between Rainbow Pass smd the Otay River.
It should again be emphasized that the cost estimates upon which the
economic comparisons are hereinafter based were carried to a degree of refine-
ment sufficient only to provide a basis of comparison of the alternative
aqueduct routes, and, since certain items common to each of the considered
lines were omitted from the estimates, they are not to be construed as repre-
senting estimates of final construction costs.
Col orado River Aque duct to Rainbow Pass
Analyses were made of a number of dj.version points from the Colorado
River Aqueduct between the west portal of San Jacinto Tunnel, with a hj-dra^olic
grade line elevation of about 1,50> feet, and Lake Matlriews with a masd-mum water
surface elevation of 1,357 feet. These points were: (l) west portal of San
Jacinto Tjanel, (2) Casa Loca Siphon west of San Jacinto River, (3) west end of
Casa Loaia Siphon, (h) east end. of Lakeview Siphon, (5) Lakeviev Siphon at San
Jacinto R:.ver, (6) west end of Lakeview Siphon, (7) east end of Perris VeQ-ley
Siphon, and (8) Lake J.fe.thews> Each of these diversion points required a dif-
ferent location for aa aquedv.ct e:jrtending to the south.
Of the eight points of diversion given study, locations (l) and (h)
above were selected for inore detailed e.<i&.lyses. The other diversion points
were eliminated fron further investigation because of increased lengths of, and
vinfavorable terrain for, aqueduct construction therefrom, emd since the progres-
sively lower hyxiraalic grade line in the Colorado River Aqueduct, as it proceeds
west of San Jacinto Tunnel, restJ-ts in increasing the size of aqueduct to the
south to meet required control elevations without pvunping.
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Two tyi>e8 of aqueduct, each having a capacity of 1,000 second=-feet,
were studied from the diversion point at the west portsil of San Jacinto Tunnel:
(l) pressure pipe, and (2) a combination of lined caiieil suad pressure pipe. The
comparative costs of these two types of conduit to a common point in the vici-
nity of Rainbow Pass, a distance of about 30 miles, indicated an advanteige of
about $13,000,000 in favor of the combination of carnal suad press\ire pipe type
construction. Because of this laxge differentiaJL in cost, subsequent ansLLyses
of routes heading both at San Jacinto Tunnel and at the east end of Lakeview
Siphon gave consideration to construction of a combination of lined caned and
pressure pipe for the northerly section of the aqueduct where the terrain is
adaptable to this type of construction.
The two general routes, heading at Saa Jacinto txannel portal and east
end of Lakeview Siphon, were then compared on the basis of the foregoing type
of construction, extending to a common elevation of about 1,300 feet at Rainbow
Pass.
The aqueduct diverting at the west poirtal of San Jacinto Tunnel would
have an initial water surface elevation of about 1,505 feet and would follow a
genereLL southwesterly alignment across the western edge of San Jacinto Valley,
passing approximately three miles east of the community of Winchester. The
alignment wo\ild then continue westerly and southerly through Domenigoni, French,
and Auld Vsilleys crossing Temecula River aad continuing on to Rainbow Pass .
The total length of this alignment between San Jacinto Txmnel and Rainbow Pass
would be about 32 miles, of which about 22 miles woiold be in canal section and
about 10 miles in pipe line. It shoxild be noted that this alignment is slightly
different than the alignment hereinafter adopted for the reach between San
Jacinto tunnel portal and Rainbow Pass shown on Plate 9- The principal differ-
ence is that this latter adopted alignment, as hereinafter described, would have
a cansQ. section about 29.5 miles in length and a pipe line section 6 miles in
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length as compared to the foregoing 22 miles of canal and 10 miles of pipe
line.
The alignment of the aqueduct diverting at the east end of Lakeview
Siphon, at a hydravilic grade line sleTation of 1,467 feet, would "be generally
south along the westerly periphery of the Lakeview Mountains passing just east
of the ccpmunity of Romoland and across the east end of Menifee Valley to a
point at the southwest end of Paloma Valley. From this point the alignment is
generally due south crossing Temecula River about one mile east of the cc«nmu-
nity of Temecxila and continuing on to Rainbow Pass. The toted length of this
route woxild be about 28.5 miles ^ of which about 15-5 miles would be in canal
section, and the remainder in pipe line, and is shown as a dotted line on
Plate 9-
A preliminary estimate of cost was prepared for facilities to provide
water service from each of the considered aqueduct eilignments to lands in San
Jacinto Valley. It was found that the cost and degree of service provided would
be equivalent from either route. It siioald be noted that these cost estimates
were of a very preliminary nature intended only for this economic comparison
£ind are not compai'able to estimates for similar features shown in ens\iing sec-
tions of this report.
On the basis of a preliminary cost analysis of the two aqueducts, each
having a capacity of 1,000 second-feet, it was found that the easterly route
heading at the west portal of San Jacinto Ttuxnel woiild be about two and one
half million dollars cheaper than the other route considered. Further, diver-
sion from the west portal of San Jacinto Tannel would permit gravity diversion
of aqueduct water, for regulatory ajid emergency storage, into the proposed Auld
Valley Reseivoir, hereinafter described. By construction of the new aqueduct
along this route, it would be possible to utilize about 36,000 acre-feet of
active resei^roir storage capacity in Auld Valley Reservoir by storing to a
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vater svtrface elevation of 1,^5 feet. It would not Toe possible to effect a
gravity diversion to this reservoir site from sui aqueduct heading at the east
end of the Lsdteview Siphon » It should be mentioned that the Auld Valley reser-
voir site was foimd to be the only feasible storage site in the area which could
be utilized for regulatory and emergency purposes.
It was therefore concluded that a genereQ. aqueduct alignment heading
at the west portal of Seua Jacinto Tunnel, as described, is superior, and as a
result, no further consideration was given to the other aqueduct alignments
north of Rainbow Pass.
"B" Line
The Barona Aqueduct, as described in State Water Resources Board
Bulletin No. 3 (Preliminary Version), would originate at Arrowhead Springs
Afterbay with a hydraulic gradient elevation of about 1,760 feet, and would
extend southerly along the eastern periphery of Upper Sajita Ana Valley passing
between Redlands ajad San Bernardino in pressure conduit. The aqueduct would
enter a tunnel through the Badlands area south of San Timeteo Creek, and at
its southerly portal woiild extend southwesterly ailong the Sam Jacinto River in
pressixre condviit to the western portal of the San Jacinto Tvtnnel. From the
western portfiiL of the San Jacinto T'unnel, the Barona Aqueduct wovild continue to
the proposed Baxona Reservoir.
The portion of the Barona Aqueduct herein considered as an alternative
route to San Diego County is that portion from San Jacinto south to the pro-
posed Barona Reservoir designated the "B" line, as is shown on Plate 9.
The "B" line was selected for study in this investigation because it
wo\ild be capable of serving higher and more remote areas of Ssin Diego County as
compared with the other three aqueducts considered.
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Operation of the "E" line woiild require a pump lift of about 200 feet
in the vicinity of San Jacinto in urde;.- to serve Colorado Hiver water ia the
interim matil Feather River Project water beccames available, at \rtiich time pump-
ing would no longer be required since water carried from the north in the Barona
Aqueduct would reach the San Jacinto area with a hydraxilic grade line elevation
of about 1,700 feet. As previously discussed, the definite location of the
aqueduct facilities required to bring water into the San Jacinto area from the
north cannot be made at this time but must await the conclusion of studies of
eilternative aqueduct routes from northern CsLLifomiac
After preliminary investigation, it was concluded that the Barona
line would not adequately serve those areas of the Coiinty which have the
greatest growth potential in the neai" future at a cost coiapetitive with the
other routes studied. It was, therefore, not further considered in this inves-
tigation. However, as indicated in State Waiter Resources Board Bulletin No. 3>
the Barona line as well as the "High Line" route shown on Plate 9 as "The
Authorized Feather River Project Aqueduct Route to San Diego County" will be
needed in the fut-jxe, in adda.tion to the existing ejid proposed lower aqueducts,
to series the higher and aiore remote lands of the County.
"E" Line
The "E" line was selected for aneiysis because it would facilitate
interconnection with the existing Ssja Diego Aqueduct and with existing lateral
conveyance systems takiiig water then^frcm. Further, because existing convey-
ance systems could be connected to both the existing and proposed aqueducts, it
would be possible to operate the existing aqueduct at essentially fuLLl capacity
throughout the year. Since there is on3.y about a five second-foot reduction in
capacity in the existing aquedtict between San Jacinto and San Vicente Reservoirs,
service to intervening areas could be provided from the "E" line, and the
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existing line, as stated, coxild flow at essentially full capacity. TMs opera-
tional procedure coiild not "be effected with the other lines considered imless
expensive interconnections to the existing aqueduct vere constructed at frequent
intervals along the alignment. The locations of the "E" line and of required
appurtenauit conveyance and storage facilities are shown on Plate lOA, entitled
"Location of 'E' Line and Appurtenant Facilities".
Description of Route . The "E" line, as shown on Plate lOA, from the
vicinity of Rainbow Pass pareillels the existing aqueduct, which crosses Reiinbow
Valley and passes about one mile east of the proposed Vallecitos Dam to Rainbow
Tunnel. For the piirposes of this investigation, it was considered that a
tunnel would be constructed generally parallel to the existing Rainbow Tunnel,
ailthough preliminary estimates indicate a pipe line bypass could be constructed
at about aji equivalent cost.
From the south portal of the Rainbow Tunnel, the "E" line would con=
tinue psurallel to the existing aqueduct across the San Luis Rey River, passing
immediately east of the City of Escondldo to a point Just south of La^e Hodges.
In the reach north of Laike Hodges, the "E" line would deviate from the existing
San Diego Aqueduct line at two points where pipe line sections approximately
two miles in length would bypass the existing Lilac and Red Mountain Tunnels.
In this reach, the "E" line would have a tunael section parallel to the exist=
ing Oat Hills Tunnel about three miles west of the cordmunity of Valley Center.
About one mile south of Lake Hodges, the "E" line wo\ild swing west-
ward tram, the existing €LLignment euid continue southward to the north shore of
the existing Murray Reservoir. From Murray Reservoir the line would pass
generally southward through La Mesa> Lemon Grove and Spring Valley, cross the
Sweetwater River just downstream from Sweetwater Dam, and pass generally south-
eastward to a terminus at Ofcay Reservoir.
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Constnzetioa P^pjlem s. The "E" li.^ie throughout a substantial psLrt of
its leag-fch, "because of prevailing topogi'aphical conditions, would necessaxily
be coastructed inDaediately adjacent to tiie right of way of tae existing aque-
duct. This close proximity would make accessary special precautions at all
times to protect the existing lines from heavy impact loeids, undermining, and
other possible sources of damage. Trenches would be shored in many locations
siad heavy pads placed over the existing line wherever heavy equipment would
cross. In addition, in such locations all excavated material would be dumped
away from the existing lines and, ^^iere the line is on steep side slopes, this
material would require a seco:id handling. This additional work would add to
the cost of the construction , but because of its scanei^Lat intangible nature, in
many cases, it could not be adequately reflected in the prelimi;aary cost
estimates.
Between Eaanbow Pass aE'.d San Luis Rey River, the "E" line would tra-
verse very rugged and remote terrain o Consid.erable portions of this section of
aLLignment are on steep cross slopes whera a wide wox'king bench would have to be
excavated in hard rock. Constryction of the crossing of the valley of the San
Liiis Rey River would be costly as was the constrtictioa of the existing barrels
of the San Diego Aquedizct.
South of the San Luis Rey River and to the northern limits of the City
of Escondido, the terrain is rugged with considerable outcropping of rock along
the entire alignment. It is expected that site preparation and trenching will
be costly throughout this reach. Saae construction of access roads will be
required. Since a considere.ble length of the trenching will be in rock, it is
most likely that s\iltable backfill material for this reach would be imported
from borrow areas near the City of Escondido. The nearest railhead for this
section of the line is Escoadido, ■ytoere most of the heavy equipnent and
materials would be unloaded.
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In the vicinity of Escondido and southerly past the eastern edge of
Lake Hodges, thence to the proposed Carroll Reservoir, there appear to be few
construction dif f iculties o The alignment south of Carroll Reservoir to the Sfiua
Diego River would present no major problems in construction. Excavation
throxighout this entire area should be easily accomplished, and excavated trench
material appeaurs to be suitable for backfill.
The crossing of Mission Valley Gorge on the San Diego River would be
in siphon It is believed that in the final design, consideration should be
given to crossing of this gorge by an overhead structure. In the immediate
vicinity of this gorge, there appear to be considerable constraction problems.
The terrain is rxigged and excavation would be in rock.
The alignment south of Murray Reservoir as far as La Mesa poses no
appreciable problems of construction. However, pipe line construction through
La Mesa, Lemon Grove, and Spring Valley would be typical of pipe line construc-
tion in southern California cities. Considerable difficulty will be experienced
in laying large diameter pipe line in the streets because of the lack of space
and interference with traffic. It is anticipated that considerable relocation
work would be required for existing xtnderground utility lines.
From Sweetwater Reservoir to Otay Reservoir, there should be little
construction difficulty. The area is presently sparsely settled, and access
roads to the zone of construction are adequate. Site preparation throughout
this entire reach of the line would be at a minimun, and it appears that suit-
able backfill material could be obtained from trench excavation.
aeration of "E" Line. Preliminary analyses of the "E" line, as well
as the other lines considered, were based on supplying needs for imported water
in the potential aqueduct service area in year 2000, which would require diver-
sion of 1,000 second =feet of continuous discharge from the source of supply.
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This would be in addition to the 195 secoad-feet which could be conveyed by
the existing aqueduct, as is presently occurring. South of Rainbow Pass, the
capacity of the "E" line and the other lines considered wo'old be about 860
seccad-feet. As stated it was assximed that the existing and proposed aqueducts
would operate as an integrated unit.
Cost comparisons were made for numerous locations and capacities of
required regulatory storage reservoirs, with resulting differences in aqueduct
size and capacity for various sections. In this connection, the variation in
cost of delivering water to the veirious components of the aqueduct service area
was given consideration. As a restOLt of these studies, it was considered that
south of Rainbow Pass, storage sfco\ild be provided at six reservoirs. The
reseivoirs, with the storage capacities required to provide the desired regula-
tion, are tabulated following:
Msucimvun water
Capacity,
surface elevation.
Reservoir
i2L
acre -feat
in feet
Vallecitos
10,000
938
San Marcos
16,000
1*21
Carroll
8,000
Ilk
Lower Otay
68,000
53h
San Viceiite
18,000
667
Murray
6,000
5^*0
T0a?AL 126,000
Of the foregoing reservoirs, Vallecitos, San Msircos, and Carroll
woiild require construction of new dams. Lower Otay and San Vicente Dams would
be raised 43 feet and 17 feet, respectively, to provide additional, storsige
capacity in the amounts indicated. Miirray Reservoir is an existing facility
owned by Helix Irrigation District and operated by the City of San Diego.
Storage in San Vicente Reservoir in the amount of about 20,000 acre-
feet is presently being utilised by the Ban Diego County Water Authority for
-138-
regulation of vater conveyed in the existing San Diego Aqueduct. As Indicated
in the foregoing tabulation, the amount of storeige in this reservoir needed for
coordinated operation of the facilities of the proposed aqueduct located on the
"E" line woxild be equivalent to the amount presently utilized. As stated in
ensuing sections of this chapter, different amounts of storage at this site sure
needed for the other alternative routes studies. Therefore, in the econanic
ccairparisons of the alternative routes presented hereinaf-fcer, the capital costs
of red-sing Sem Vicente Dam to provide the needed regulatory storsige are
included in order to reflect the economic effect of varying degrees of use of
the storage in this reservoir characteristic of each route studied.
The operational procedure and conveyance and regulatory storeige facil-
ities by ^rtiich water service would be provided to the veurious subdivisions of
the service area, described in Chapter II and shown on Plate 2, from facilities
of the "E" line emd existing San Diego Aqueduct are set forth in the ensuing
paragraphs .
As indicated on Plate lOA, water service to Agua Tibia would be pro-
vided directly from the "E" line through a latersQ. 1.1 miles in length. The
grade line elevation for delivery to this area would be about 1,600 feet
requiring a pump lift of about 350 feet from the aqueduct grade line.
Water would be turned out for Camp Pendleton, Fallbrook, and approxi-=
mately two-thirds of the Rainbow Municipal Watsr District near the proposed
Vallecitos Reservoir, Water for Fallbrook would be conveyed directly from the
"E" line through the existing Fallbrook-Oceanside Lateral, the existing
Fallbrook Lateral, and a new lateral 3.6 miles in length. Water service coxild
be provided at a grade line elevation of 800 feet by gravity.
The north two>=thirds of Rainbow Municipal Water District could be
served directly from the "E" line through the existing Rainbow Lateral, the
existing Canonita Lateral, and throvigh a new lateral which would also serve the
=139=
Camp Pendleton area. The proposed Vallecitos Reservoir, with a minim\an operating
water s\irface elevation of 830 feet, would provide regulation for water supplies
delivered in this vicinity. Rsiinbow Municipal Water District coiiLd be served
with water at a grade line elevation of 600 feet through these various laterals
by gravity. Water service for Camp Pendleton would be provided through a new
lateral 11.2 miles in length also serving a portion of Rainbow Municipal Water
District. Camp Pendleton co\ild be served at a grade line elevation of ^00 feet
without pumping.
Pavmia Valley and Lower Pauma Valley would be served directly from the
"E" line. A common lateral 2.7 miles in length would extend up Lower Pauma
Valley to the vicinity of Pala, and the lateral for Pauma Valley with a length
of 4.9 miles would continue from there up to the service axea. A second lateral
1.7 miles in length would serve the western portion of Lower Pauma Valley.
Lower Pauma Valley and PaTjma Valley co^lLd be served at grade line elevations of
500 and 1,100 feet, respectively, fraa these laterals without pumping.
The south one-third of the Rainbow ManicipsLL Water District, the
Valley Center Municipal Water K.strict, Rincon del Diablo Municipal Water Dis-
trict, and the City of Escondido, all of ^ich now receive water from the
existing San Diego Aqueduct, woiJld, in lieu thereof, with construction of the
"E" line, be served directly from the latter line. Existing laterals serving
these areas would be connected to the "E" line. In order to provide for anti-
cipated future demands in these exeas, new laterals would be required for the
three districts which could be served aqueduct water by gravity at elevations
of 600 feet, 1,100 feet, and 1,000 feet, respectively. The City of Escondido
could be served at a grade line elevation of 85O feet by gravity. The new
laterals to the south one -third of the Rainbow Municipal Water District and the
Valley Center M\micipal Water District would be k.2 and 0.8 miles in length,
respectively.
l1i-o--
Oceanside, Bueno Colorado Municipal Water District, Near Oceanside,
Santa Fe Irrigation District, North of Santa Fe, and a portion of the demand of
Carlsbad Municipal Water District would be served directly fr<»n the "E" line.
A portion of the demand for the Oceatiside area voxild be served from the exist-
ing San Diego Aqueduct through the existing Fallbrook-Oceanside Lateral and the
remainder from a new lateral system, with an aggregate length of 35.0 miles,
which would also serve Bueno Colorado Municipal Water District, Santa Fe
Irrigation District, North of Santa Fe, Near Oceanside, and Carlsbad Municipal
Water District, A portion of the Carlsbad demand would also be served through
a new lateral, U.U miles in length, fran the proposed San Marcos Reservoir,
\rtiich would have a minim\im operating water surface elevation of 365 feet.
Oceanside, Bueno Colorsido Municipal Water District, Near Oceanside, Santa Fe
Irrigation District, North of Santa Fe, and Carlsbad Municipal Water District
could be served at grade line elevations of 400, 9OO, 300, 6OO, 5OO, and 3kO
feet, respectively, by gravity.
San Dieguito Irrigation District and East of San Dieguito would also
be served from the proposed San Marcos Reservoir. Conveyance of water to the
San Dieguito Irrigation District area would be through a new lateral, branching
from the Carlsbad Lateral, k.^ miles in length, and connected to the existing
line which runs from San Dieguito Reservoir. The capacity of the existing
lateral is estimated to be sufficient to meet the monthly peak demands of this
area in the year 2000. The area East of San Dieguito would be served through
the new laterad. Delivery to these areas could be made at grade line elevations
of 250 and 320 feet, respectively, by gravity.
The Rincon area would be served directly from the "E" line through a
new lateral with a length of I.7 miles. A pump lift of approximately 200 feet
would be required to serve this area at a grade line elevation of 1,100 feet.
=lUl-
The area South of Lake Hodges could lae served by gravity at a grade
line elevation of 600 feet directly from the "E" line through a new lateral k.O
miles long.
The Eamona Municipal Water District and Poway Municipal Water District
areas woTild be served directly from the "E" line. Service to the Ramona Muni-
cipal Water District area voald be through a new lateral 7-0 miles in length
and would require a pump lift of approximately 700 feet to a grade line eleva-
tion of 1,500 feet. Poway Mmicipal Water District at present is served from
the existing San Diego Aqiieduct. La the future the entire supply for this area
would be delivered through the foregoing new Ramona Lateral connected to exist-
ing distribution facilities. No pumping would be required to serve this area
at grade line elevation of 8OO feat.
The areas designated East of Del Mar, Camp Elliott, and Near Miramar
vould be served directly from the "E" line, with the portion of the service
area of the City of Saa Diego in this vicinity taking water from the "E" line
during low demand months a^d from the proposed Carroll Reservoir during peait
demaad months. Carroll Resenroir wouJ-d have a miiiimum operating water surface
elevation of 61O feet. Gravity seinrice could be provided to East of Del Mar,
City of San Diego, and Near Miramar at a grade line elevation of 500 feet and
to Camp Elliott at a grade line elevation of 6OO feet. A common lateral k.k
miles in length woiild serve the Camp Elliott and Near Mirsjnar areas and
laterals 7*1 miles and 3«2 miles in Iv^ngth would serve the City of San Diego
and East of Del Mar areas, respect i'/ely.
Service to the Rancho El Cajon, El Capitan, and San Vicente areas
would be made from San Vicente Reservoir from water supplies delivered to the
resezn^oir from the existing aqueduct. New laterals to these areas woxild have
lengths of 3«0, 9>5, and 2.6 miles, z-espectively. Tlie maximian water surface
elevation in San Vicente Reservoir would be 667 feet and the minimum would be
-li«2-
U60 feet. The hydra\ilic grade line elevation of the existing aqueduct at the
point where it discharges into the reservoir is about 750 feet. Delivery to the
foregoing areas would reqiiire the coastruction of laterals and piimping instal-
lations to reach grade line elevations of 1,300, 2,000, and l,k60 feet,
respectively.
For the purpose of emalyzing the deliveries of water from Seua Vicente
Reservoir to Rio San Diego Municipsd Water District, Helix Irrigation District,
and a portion of the City of Seua Diego, the assumption was made that the
La Mesa-Sweetwater extension; the City of San Diego's bypass line from the
existing aqueduct; the lines diverting directly from San Vicente Reservoir; and
the Helix-Rio San Diego bypass, all shown on Plate 2, would be used jointly by
the afore-mentioned areas. It is estimated that there is s\ifficient capacity
in these existing lines to convey to the above-noted areas the monthly peak
water demands estimated for the year 2000. Water delivered through the bypass
lines would require pumping to serve JU.O Saji Diego at a grade line elevation of
850 feet, but no pumping would be reqixired to serve Helix Irrigation District
and the City of San Diego at grade line elevations of 6kO feet and 5U0 feet,
respectively, from the bypass lines. Water delivered from San Vicente thro\igh
the City of San Diego's pipe lines woxild req\iire pumping when the water surface
in the reservoir is at a minim-jm, to serve the above-mentioned areas.
A portion of the water service for the City of San Diego and South
Bay Irrigation District emd National City would be provided directly from the
"E" line by gravity. Part of the service to the City of San Diego wovild be pro-
vided with water from the "E" line delivered to Murray Reservoir.
During months of peaJt demand, water service for portions of the City
of San Diego and South Bay Irrigation District and National City would be pro-
vided from Lower Otay Reservoir requiring a maximum pump lift of about 2i4^0 feet
to deliver water to these agencies at grade line elevations of 5^0 and ^4^00 feet,
-IU3-
respectively. Lover Otay Reservoir after eMleirgeiaent would have a maximum
water siirface eie\''atioa of 53^ feet sad a minimimi water siirface elevation of
370 feet. Delivery to these areas from Lower Otay Reservoir during such times
would be made by backflow through the "E" line, whereby water could be pumped
from the reservoir back into the aqueduct.
Otay Municipal Water District and Imperial would be served water
from Lower Otay Reservoir. A maximum pumping lift of 230 feet would be required
to serve Otay Municipal Water District at a grade line elevation of 570 feet.
No pumping would be required to supply Imperial at a grade line elevation of
300 feet. Service to Imperial would be through a lateral 8 ..6 miles in length
and service to Otay Municipal Water District would be provided from a branch
line from the Imperial Lateral 0.8 mile in length.
Estimated Cost of "E" Line and Appurtenant Facili ties . A preliminary
estimate of cost was prepared for the "E" line, together with the cost of those
conveyance laterals and regulatory storage facilities needed to supply the
i
demand for imported water in the service area in year 2000= This estimate of
cost is presented in Table 15 •
-l^i*-.
TABLE 15
ESTIMATED COST OF "E" LINE TO MEET DEMAND FOR IMPORTED WATER TO
SAN DIEGO COUNTY IN YEAR 2000, INCLUDING REGULATORY RESERVOIRS
AND MAJOR LATERALS AND APPURTENANT FACILITIES
Item
: Unit
: Quajn.tity
: Unit
: price
: Cost
Aqueduct Cost
Rainbow Pass to San Marcos
) Reservoir
Turnout
(Cap.
bbk cfs to
767 cfs)
Pipe
Excavation
Backfill
Tunnel
ft.
cu.yd.
cu.yd.
ft.
107, Uoo
l,Ul3,000
505,000
10,200
$ 9^.81
2.51
0.90
275.39
$10,183,000
3,5^9,000
455,000
2,809,000
$16,996,000
San
Marcos Reservoir
Turnout to Carroll Reservoir Turnout
(Cap.
bkk cfs to
611 cfs)
Pipe
Excavation
Backfill
ft.
cu.yd.
cu.yd.
97,^00
780,000
1+33,000
89.61
2.U1
0.90
8,728,000
1,880,000
390,000
10,998,000
Carroll
Reservoir Turnout to Murray Reservoir Turnout
(Cap.
550 cfs to
534 cfs)
Pipe
Excavation
Backfill
ft.
cu.yd.
cu.yd.
51,600
395,000
2lU,000
69.i+i+
1.32
0.90
3,583,000
521,000
193,000
4,297,000
Murray Reservoir
' Turnout to
Lower Otay
Reservoir
(Cap.
36ti cfs to
3^+2 cfs)
Pipe
Excavation
Backfill
ft.
cu.yd.
cu . yd .
75,i+oo
1,858,000
286,000
61^.66
1.05
0.90
4,876,000
1,954,000
257,000
7,087,000
Subtotal
$39,378,000
Reservoirs
lump sum
15,478,000
Major Laterals
Appurtenances
ajid
lump sum
14,480,000
Subtotal
$69,336,000
Administration
Contingencies,
Interest during
and engineering,
15^
; construction
10^
$ 6,934,000
10,400,000
2,718,000
TOTAL ESTIMATED
COST
$89,388,000
-l45-
"S" Line
The "S" line as described hereinafter generally follows the route
studied by the Sem Diego County Water Authority and described in the afore-
mentioned report of that agency issued in 1955* This line exhibited consider-
able merit in supplying siipplemental water to those portions of San Diego
County considered to have the greatest immediate potentieil for growth and
attendant demand for water. The locations of the "S" line and required convey-
ance and regxilatory storage facilities sure shown on Plate lOB, entitled "Loca-
tion of 'S' Line and Appurtenant Facilities".
Descripti on of Route. The "S" line;, as shown on Plate lOB, from the
vicinity of Rainbow Pass would parallel the "E" line south to Rainbow Tuanel.
As in the case of the "E" line, a tunnel would parallel the existing Rainbow
'Punnel. From the south portal of the Rainbow Tunnel, the "S" line wo\ild con-
tinue parallel to the existing aqueduct southward to about two miles south of
the San Luis Rey River. At this point, the line would depart from the existing
aqueduct and would proceed southward ge^ierally parallel and about I.5 to 2.5
miles westerly of the existing line to a crossing of the San Dieguito River
.just downstream from Hodges Item. The line then woul.d continue southward to a
crossing of U. S. Highway 395 and would join the previously described "E" line
just east of this crossing. Frcan this point south to Lower Otay Reservoir, the
"S" line would follow the same route as the "E" line as previously described.
Constru.ction Problems . South of Rainbow Pass where the line would
follow the general alignment of the existing San Diego Aqueduct to a point
approximately two miles south of the San Luis Rey Valley, the difficulties in
construction would be identical to those outlined for the "E" line above. From
the point where the "3" line would swing west of the existing aqueduct to the
-Ike-
northerly limits of San Marcos Valley in the vicinity of Escondido, the align-
ment woiild traverse extremely nagged terrain. Access roads to the alignment
exist only in the intersecting canyons, smd it is expected that substantial
site preparation wotLLd he reqviired throughout the entire reach.
The alignment through the Sam Marcos Valley appears to offer little
difficvilty as far as construction is concerned. Good rail treuisportation
facilities axe provided by a rsdlhead at San Marcos, irtiich is easily reached
from the alignment.
In the vicinity of Lake Hodges and southward, the character of the
terrain again becomes rugged. The steep, rocky and rugged slopes west of Lake
Hodges offer considerable difficulty to any type of construction. South of
Lake Hodges eind as fax south as the site of the proposed Carroll Reservoir,
which is a common intersecting point of all the lines discussed, there wovild be
little difficvilty in aqueduct construction. However, existing access roads
into the area wovild require some improvement and additional roads would be
required. From this latter point southward, the "S" line is identiceLL to the
"E" line.
Operation of "S" Line . As in the case of the "E" line, numerous loca-
tions for providing required regulatory storage capacity, with resulting
variations in aqueduct size, were investigated and ccmpeired on a cost basis.
As a result of these studies ;, it was found that storage should be provided in
seven reservoirs. These reservoirs with required storage capacities are tabu-
lated below and shown on Plate lOB.
=1^7 «
Maximum ffater
Capacity;,
surface elevation,
Reseirvoir
in acre -feet
in feet
Vallecitos
10,000
938
Saa Marcos
16,000
421
Carroll
8,000
71k
Woodson
8,000
775
Lower Otay
56,000
527
San Vicente
23,000
671
Murray
6,000
5U0
TOTAL 127,000
It will be noted that construction of the "S" line would, by year
2000, require constsruction of 8,«X)0 acre-feet of storage capacity at the
Woodson site and 5,000 acre-feet of adciltional capacity at San Vicente Reser-
voir, both of which would not be req.uix'ed with construction of the "E" line.
However, the "S" line would require only 56,0<jO acre-feet of additional
capacity at Lower Otay Reservoir as coHipared with about 68,000 acre-feet of
additional capacity required at this site for the "E" line. San Vicente Dam
would be raised 21 feet sad Lower Otay Dam would be raised 36 feet imder this
plan.
It will be noted from the foregoing tabulation as compared with the
tabulation of storage required for the "E" line that the geographical distri-
bution of storage required in the operation of the two lines would be
substantially different. It will be f^xrther noted that the aggregate amovint of
storage required in the operation of each of the two lines differs by an amount
of only 1,000 acre -feet.
Water service to Agua Tibia, Fallbrook, Camp Pendleton, and the north
two-thirds of Rainbow Municipal Water District would be provided from the "S"
line in a manner identical to that described for the "E" line. As stated, the
location and hydraulic gradient of the two lines woxild be equivalent in this
area. Laterals extending from Vallecitos Reservoir and to Agua Tibia and
Fallbrook would be the same length as those described for the "E" line.
Lower Pauma Valley woiald be served a portion of its demand directly
from the "S" line and the remaining portion from the existing aqueduct. Pauma
VeQley would be served directly from the existing aqueduct through a lateral
which wovild also serve the remaining portion of the demand for Lower Pa\ima
Valley. The new lateral from the existing San Diego Aqueduct extending up the
Pa\ima Valley and the new lateral from the "S" line extending down the valley
woxild have the same aggregate length as the laterals described for the "E"
line. As was the case with the "E" line, Lower Pauma Valley and Pauma Valley
could be served at grade line elevations of 500 and 1,100 feet, respectively,
from these laterals without pumping.
The south one-third of Rainbow Municipal Water District would be
served directly from, the "S" line. At present this area has a lateral from the
existing line extending to the easterly boundary of the area. This existing
lateral together with a new lateral generally parallel to it and 2.2 miles in
length would be connected to the "S" line. This area could be served at a
grade line elevation of 600 feet without pumping.
The Valley Center Municipal Water District, Rincon del Diablo Btuni-
cipal Water District, and the City of Escondido all would continue to receive
water from the existing San Diego Aqueduct with construction of additional
laterals as needed to meet future water demands. The areas could be served at
grade line elevations of 1,100 feet, 1,000 feet, and 85O feet, from the exist-
ing aqueduct by gravity.
Bueno Colorado Municipal Water District would be served from the "S"
line throvigh a new lateral, 3.4 miles in length, which could deliver water at
a grade line elevation of 900 feet without pumping.
Service would be provided directly from the "S" line to the Santa Fe
Irrigation District, 'North of Santa Fe, Near Oceajiside, portions of the d e mand
of Ocesuaside and Caor-lsbad Municipal Water District through a new latereuL
.149-
conveyance system 29.6 miles in length. The rsmaining portion of Ocesuaside's
demand wovild Toe sersred as describad for the "E" line through the existing
Fallbrook-Oceanside Lateral « The remaining portion of Carlsbad Mxmicipal Water
District's demand and the demands for East of Saa Dieguito and San Dieguito
voTild be provided in a raamaer identical to that d,escribed ijnder the "E" line
frcaa laterals out of Saa Marcos aeseivoir. Water deliveries could be accom-
plished without pumping, as with the "E" line.
The Rincon sirea would be served directly frott the existing San Diego
Aqueduct through a new lateral I.7 miles in length. A pvunp lift of approxi-
mately 250 feet would be required to serve this area at a grade line elevation
of 1,100 sE'eet.
Tb.e area South of Lake Eodges coijld be served by gravity at a grade
line elevation of 6OO feet directly from the "S" line through a new lateral
0.6 mile in length.
The Ramona Municipal Water District and Poway Municipal Water Dis-
trict would be supplied directly from the existing San Diego Aqueduct during
the months of low water daasand^ end diLi'ing those months when water demand would
be high and the flow in the aqueduct would be depleted, water would be pumped
from the proposed Woodson Reser^/oir, ■tjhich would hs.ve a minimum operating water
surface elevation of 69O feet. Poway Mimicxpal Water District could be served
by gravity at a grade line elevation of 8OO feet, from the aqueduct, and its
supply woiLLd be pumped irtien being supplied from Woodson Reservoir. A new lateral
0.6 mile in leng-bh would be required to tie Poway Municipal Water District's
existing conveyance system to Woodson Reservoir. A new lateral 5'7 miles in
length and a pvmp lift of about 8OO feet would be required to provide water
service to Ramona at a grade line elevation of 1,500 feet.
Service from the "S" line to East of Del Mar, Camp Elliott, Near
Miramar, the portion of the City of San Diego in this area, Rancho El Cajon,
-150-
El Capitan, Rio San Diego Municipal Water District, and San Vicente would be
identical to that described for the "E" line with the exception that the
lateral to East of Del Mar would be 1.1 miles in length rather than 3-2 miles
as required for the "E" line.
By the year 2CXX) the remaining portion of City of San Diego and Helix
Irrigation District would be sei*ved directly from the "S" line, and also from
Murray Reservoir in the case of City of San Diego, therefore reqviiring no
delivery of water from the existing San Diego Aqueduct. Service to these areas
could be made at grade line elevations of 5^0 and 640 feet, respectively, by
gravity.
South Bay Irrigation District and National City wovild be served both
directly frcan the "S" line and from Lower Otay Reservoir. Delivery to this
area from the "S" line at a grade line elevation of UOO feet could be made by
gravity. Delivery at that elevation from Lower Otay Reservoir could be accom-
plished by a pump lift of up to 200 feet -jriaereby water would be pumped back
through the "S" line.
Otay Municipal Water District and ImperieO. wo\ild be served in a
manner identical to that described for the "E" line.
Estimated Cost of "S" Line and Appurtenant Facilities . The prelimi-
nary estimate of cost of the "S" line and required regulatory storage and
conveyance facilities is presented in Table l6.
-151-
TABLE 16
ESTIMATED COST OF "S" LINE TO MEET DEIVLAND FOR IMPORTED WATER TO
SAN DIEGO COUNTY IN YEAR 2000, INCLUDING REGULATORY RESER\rOIRS
Al^D MAJOR LATERALS AND APPURTENANT FACILITIES
Item
: : Unit
Unit : Qii arttit y : price
Cost
Aqueduct Cost
Rainbow Pass to Saji Marcos Reser voir Turnout
'^cSpT'BS^cfs to 767 cfs)
Pipe ft. lll4-,800 $100.51 $11,539,000
Excavation cu.yd. l,iHO,000 2.23 3,1^6,000
Backfi.ll cu.yd. 5^3,000 O.9O U89,000
Tunnel ft. 5,200 272.69 l,in6,000 $16,592,000
San Marco s Reservoir Turnout to Carroll R eservoir Turnout
ICap.TrO cfs to~558~cfs7
Pipe
Excavation
Backfill
ft. 92,000 87.-38 8,039,000
cu.yd. 1,093,000 2 lii 2,336,000
cu.yd. Ill4,000 0«90 173^000
Carroll Reservoir Turnout to Mu r ray Reservoir To mout
~~™~ ICa?. 588 cfs to"572 cfs)
Pipe
Excavation
Be-ckfill
ft, 51,600 73.^7 3, 791, (WO
cu.yd. 366,000 1.29 lv71,000
cu.yd. 222,000 O.9O 200,000
Murray Reservoir Tuxnout to Lower Otay Reser\'-oir
"" (Cap. Sl^TcfTto 288 cfs,
Pipe
Excavation
Backfill
Subtotal
Reservoirs
Major Laterals and
Appurtenances
Subtotal
Administration and engineering, 10^
Contingencies, 15^
Interest during construction
TOTAL ESTIMATED COST
ft. 75,^00 62.69
cu.yd. 1,715,000 1.05
cu.yd. 280,OiOO O.9O
l\jimp sum
lump stun
1^,727,000
1,809,000
252,000
10,7^8,000
4,U62,000
6,788,000
$38, 590,000
16, i* 52, 000
13,212.000
$68,25^,000
$ 6,825,000
10,238,000
2,6 71,000
$87,988,000
-152-
"W" Une
On the basis of preliminary study, it appeared desirable to give con-
sideration to an aqueduct route farther to the west than that studied by the
San Diego Covmty Water Authority, Such a route would take advantage of less
rugged terrain through part of its alignment, and would be located closer to
the portion of the County with the greatest immediate potential demand for
imported water. Location of an aqueduct in this area would reduce conveyajice
costs to the individual se3rvice eireas i.rhile the hydraulic gradient in the aq.ue-
duct could be maintained eqiiivalent to that of the other alternative routes
maJsing it possible to provide eqiiivalent gravity water service. The locations
of the "W" line and required appurtenant conveyance and regulatory storage
facilities are shown on Plate IOC, entitled "Location of 'W Line and Appurte-
nant Facilities".
Description of Route . The "W" line, as shown on Plate IOC, from the
vicinity of Rainbow Pass generally parallels U. S. Highway 395 south through
Rainbow Valley passing about one mile to the west of the proposed Vallecitos
Reservoir. The line then runs nearly due south departing westward frcan the
existing Saji Diego Aqueduct line up to a maximum distance of about seven miles
westerly of the City of Escondido, From this point, the "W" line swings south-
eastward to a crossing of U. S. Highway 395 neax the proposed Carroll Reservoir.
From that point southward, the "W" line is identical with the previously des-
cribed "E" and "S" lines.
Construction Problems . Construction of an aqueduct from Rainbow Pass
south to San Luis Rey River along the "W" alignment could be accomplished with
substantially less apparent major construction problems than wouJ.d be encountered
on the "E" or "S" lines. The point of crossing of the San Luis Rey River was
-153-
selected for its accessibility to two main highw&is. From a construction stand-
point, this location appears to offer the least difficulties of locations
considered. It appears that a substantieJ. amount of backfill material through-
out this entire reach covild be provided from trench excavation »
In the portion of the alignment between San Luis Rey River and about
three miles south of State Higtiway 78, some rocTt excavation would be req.\iired.
Accessibility; to the alignment from main and secondsac^r roads is adequate and a
minimuiJi of site preparation would be required for pipe line construction. It
is probable that a substantial amount of excavated trench material could be
utilized for backfill. Railheads for nec::^33ary construction supplies and heavy
equipment are available at San M?.rcos and Vista, which are within relatively
short hauling distances of the alignment.
From the area south of State Highway 78 southward to the San Dieguito
River, the alignment world pass through several miles of rugged terrain parti-
cularly in the vicinity of Escondido Creek. A considerable amount of rock
excavation as well as hau3.ing of imported backfill material would be necessary
in this reach. However, accsss to this reach couD.d be readily accomplished from
existing secondary roads, \rLth. supplemental construction of additionsj. required
roads at relatively nominal cost.
The reach of the "W" line from Saa Dieguito River to the crossing of
U. S. Highway 395 would encounter a minimum of construction problems. Backfill
■material could be made available frora trench excavation and secondary access
roads are available ttiroughout the entire alignraent; however, some improvements
of these roads wo\ild be required.
O peration of "W" Line . As a result of economic studies of aqueduct
operation relative to location of regulatory storage capacity and aqueduct size,
it was concluded that those storage reservoirs and attendant capacities
-l^h.
enumerated for the "S" line would be most desirable for the "W" line. Except
as hereinafter noted, water service throughout the area would be provided in
essentially the same manner from the "S" and "W" lines.
Water service to Agua Tibia, Fallbrook, Camp Pendleton, and the north
two-thirds of Rainbow Municipal Water District would be provided in a manner
identical to that described for the "E" line with the exception that the common
lateral to Camp Pendleton euid Rainbow would divert water from the inlet -outlet
line of VaLLlecitos Reservoir. New laterals extending from Vallecitos Reservoir
wovild be the same length as those described for the "E" line. The new lateral
to Fallbrook and the new lateral to Agvia Tibia would be 0.4 and 1.7 miles in
length, respectively.
Service to Pauma Valley and Lower Paimia Valley would be the same as
that described for the "S" line. However, the new latereil from the "W" line to
Lower Pauma Valley would be 1.9 miles in length.
Service to the south one=third of Rainbow Municipal Water District
would be the same as from the "S" line. The new lateral to serve this area
from the "W" line would be 1.3 miles in length.
The Valley Center Municipal Water District, Rincon del Diablo Muni-
cipal Water District, and Escondido would be served in an identical manner to
that described under the "S" line.
Bueno Coloreido Municipal Water District could be seived directly from
the "W" line at grade line elevation of 900 feet by gravity.
A portion of the demand for Oceanside and the demand for Near
Oceanside areas would be served through a new lateral, 10.6 miles in length,
diverting water from the "W line. The remaining part of the demand for
Oceanside wovild be served from the existing aqueduct through the existing
Fallbrook-Oceanside Lateral. Delivery to these eureas could be provided at
grade line elevations of UOO and 300 feet, respectively, without pvmiping.
-155-
Rincon would be ser'/ed in a manner identical to that described for
the "S" line.
The South of Laie Hodges area would be served from the "W" line in
the same manner as described for the "S" line with a new lateral 1,7 miles in
length .
A portion of the demand for Carlsbad Municipal Water District, and
the demands for North of Santa Fe and Santa Fe Irrigation District would be
served as described for the "S" line but with a new latereil length of 5-5 miles
from the "W" line to Carlsbad and a common new lateral k.l miles in length for
North of Santa Fe and Santa Fe Irrigation District.
The remainder of the demand for Carlsbad Municipal Water District and
the demands for East of San Diegxiito, San Dieguito Irrigation District, and
East of Del Mai- would be provided with water in a manner identical to that des-
cribed for the "E" line. The new laterals for Carlsbad Municipal Water
District, East of San Dieguito, and San Dieguito Irrigation District would have
the same lengths as for the "S" line and the new lateral for East of Del Mar
would be 1.4 miles in length.
Delivery and lateral lengths from the "W" line and existing San
Diego Aqueduct for Ramona Municipal Water District, Poway Municipal Water Dis-
trict, Rio Saaa Diego Municipal Water District, Rancho El Cajon, San Vicente, El
Capitan, Near Miramar, Camp Elliott, City of San Diego, Helix Irrigation Dis-
trict, South Bay Irrigation District and National City, Otay M\micipal Water
District, and Imperial would be identical to that described for the "S" line.
Estimated Cost of "W" Line and Appurtenant Facilities . Presented in
Table 1? is the preliminary estimate of cost of the "W" line and required regu-
latory storage and conveyance facilities.
•156-
TABLE 17
ESTIMATED COST OF "W" LINE TO MEET DH4AND FOR IMPORTED WATER TO
SAN DIEGO COUNTY IN YEAR 2000, INCLUDING REGULATORY RESERVOIRS
AND MAJOR LATERALS AND APPURTENANT FACILITIES
Item
: : Unit
Uiiit ; Quantity ; price
Cost
Aqueduct Cost
Rainbow Pass to San Marcos Reservoir Turnout
(Cap. 864 cfs to 72b cfs) "
Pipe
ft.
Excavation
cu.yd
Backfill
cu.yd
i4o,ooo $122.61 $17,166,000
1,296,000 1.93 2,^95,000
653,000 0.90 588,000 $20,2^9,000
San Marcos
Reservoir Turnout to Carroll Reservoir Turnout
(Cap.
670 cfs to
648 cfs)
Pipe
Excavation
Backfill
ft.
cu.ydo
cu.yd.
77,000
637,000
3^*3,000
99.96
2.37
0.90
7,697,000
1,508,000
309,000
9,51^,000
Carroll Reservoir Turnout to Mu
\rra.y Reservoir Turnout
572 cfs)
(Cap.
5tJtJ cfs to
Pipe
Excavation
Backfill
ft.
cu.yd.
cu.yd.
51,600
377,000
230,000
73.»^5
1.24
0.90
3,790,000
466,000
207,000
4,463,000
Murraj
r Resei^oir
Turnout to
314 cfs to
Lower Otay
Reservoir
(Cap.
288 cfs)
Pipe
Excavation
Backfill
ft.
cu.yd.
cu.yd.
75,'*00
1,715,000
280,000
62.69
1.05
0.90
4,727,000
1,809,000
252,000
6,788,000
Subtotal
$41,014,000
Reseirvoirs
liMp svaa
16,452,000
Major TAterals
AppurtensinceE
and
5
limp sum
11,025,000
Subtotal
$68,491,000
Administration and engineering.
Contingencies, 15^
Interest during construction
10^
$ 6,649,000
10,27^,000
2,737,000
TOTAL
$88,351,000
-157-
Svmimary Comparison of "E", "S", and "W" Lines
As a resxilt of the foregoing analysis and investigation of costs and
accomplishments of the considered routes, it was found that aqueducts, together
with appurtenant facilities, required to regulate and convey water to areas of
need, constructed on the "E", "S", or "W" lines would have equivalent over-all
costs. Presented in Table l8 is a summary of the estimated costs of the three
aqueducts and appurtenant works. It may be noted in Table l8 that altho\igh the
over-all cost of each of the routes is equivalent, the cost of necessary con-
veyance units to serve areas of need varies between the routes, being the least
for the "W" line.
TABLE 18
CCMPARISON OF ESTIMATED COSTS OF AQUEDUCTS AND
APPURTENANT STORAGE AND CONVEYANCE FACILITIES
FOR THE "E", "S", AND "W" LINES
Item
Aquedxicts $39,378,000 $38,590,000 $4l, 01^^,000
Reservoirs 15,^^78,000 l6,h32,OOQ l6,i(-52,000
Major laterals and appurtenances l4,l<-80,000 13,212,000 11,025,000
Subtotals $69,336,000 $68,25^,000 $68,491,000
Administration and engineering, 10^ $ 6,93^,000 $ 6,825,000 $ 6,8^+9,000
Contingencies, 15^ 10,400,000 10,238,000 10,27^,000
Interest during construction 2,718,000 2,671,000 2,737,000
lOTAL ESTIMATED COSTS $89,388,000 $87,988,000 $88,351,000
The investigation disclosed that, in addition to factors reflected in
the cost estimates, each of the lines has inherent adveuatages and disadvantages
relative to the others. Although each line would provide the same degree of
water service at about the same cost, in the selection of a route for immediate
construction, certain other factors sho\ild be tsLken into consideration.
.15B-
The "E" line, by virtue of its proximity to the existing aqueduct,
would lend itself to interconnection therewith at minimum expense and could
easily be connected to existing conveyance systems, which factors would be of
great advanteige in aqueduct operation. However, as reflected in the estimate
of cost, water service wovild be comparatively expensive for the area lying
westerly of the "E" line, which area is considered to have the greatest imme-
diate growth potential. The proximity to the existing aqueduct in itself offers
one outstanding disadvantage, that of vtilnerability of the entire imported
water supply system for San Diego County in the event of enemy action during a
war. Similetrly, an act of God which could disrupt service in one line would in
all probability affect the other. Also, as previotxsly mentioned, construction
difficulties would be encountered in certain axe&a particularly where the
nature of the terrain fixes the location of the aqueduct within naurrow limits
and poses a hazard to the existing aqueduct during the construction period.
The "S" line, which lies to the west of the existing San Diego Aque=
duct but closer to it than the "W" line, also could be cross connected to the
existing aqueduct at a nvmiber of strategic locations at a lesser cost than for
the "W" line. From the standpoint of proximity to the portion of the service
axea with the greatest potential immediate growth, it is considered superior tO'
the "E" line. Its alignment offers, in certedn areas, difficult construction
problems and in those reaches where it is in close proximity to the existing
aqueduct offers the same disadvantages as the "E" line with respect to vulner-
ability in times of national emergency or as a result of acts of God, and 8j.so
with respect to possible damage to the existing aqueduct during the construction
period.
The "W" line, ^ich lies farther to the west, traverses that part of
the service airea which is considered to have the greatest immediate growth
potential and attendant demand for water. Although constiniction of cross
»159-=
connections with the existing aqueduct would be more costly, it is believed
that this disadvantage weald be more tlaan outweighed by the over-all advantage
to the westerly service area through lesser construction cost of conveyance
facilities from the proposed aqueduct. The alignment traverses an area ^ere,
by comparison with the other two lines considered, construction problems would
be at a minimum and ^ich would be mast accessible during construction and for
maintenance thereafter, which factors may be expected to result in more rapid
construction progress for the "W" line than for the "S" and "E" lines. Further,
of the three lines considered, the "W" line lies farthest away from the exist-
ing San Diego Aqueduct reducing common vulnerability of the combination of
existing ajad proposed aqueducts to brea&s through acts of God or disruption of
service in the event of enemy action during a war.
On the basis of the foregoing, it is considered that the "W" line is
superior to the other lines studied in this investigation for the reach of the
proposed San Diego Aqueduct between Rainbow Pass and Otay Reservoir.
Selection of Facilities for Initial Construction
It was concluded in foregoing sections of this chapter that the next
aqueduct to Sea Diego County should originate at the westerly portal of San
Jacinto Tunnel and extend southerly a distance of about 100 miles to a terminus
southeast of the City of San Diego. It was further concluded that economics
dictate construction of the aqueduct in caneJL section for the upper 29.5 miles
of its length followed by a pipe line to the point of terminus. From, the
standpoints of ease and possible rapidity of construction and the cost of water
service to that portion of the Co\inty with the greatest potential growth, it
was concluded that the "W" or Westerly line below Rainbow Pass, shown on Plate
9, is superior to the other routes considered and that the next aqueduct to San
Diego County should b^ constructed along this alignment. It has been stated
"160-
that, by the year 2000, about 150,000 acre=feet of regulatory storeige capacity,
distributed among eight sites along the existing and proposed aqueduct, will be
needed for efficient operation of the existing and proposed facilities. How-
ever, until demands on the system exceed the peeiking capacity thereof, construc-
tion of certedn of these reservoirs could be deferred. Immediate construction
of Auld Valley Reservoir is considered essential for emergency purposes to
provide continuity of supply in the event of a breakdown or plajmed shutdown of
the facilities of the Colorado River Aqueduct east of San Jacinto, and to pro-
vide regulation for continuous flow deliveries therefrom.
Presented in this section eire the results of an analysis to determine
the proper capacity of the aqueduct for an initial construction program which
would be consistent with anticipated future demand for water in the service area
thereof and with econcanic considerations related to staging of the pipe capa-
city. Also presented is em analysis of alternative plains for terminating the
aqueduct at either the existing Otay Reservoir or the proposed Minnewawa
Reservoir .
Determination of the aqueduct facilities which should be immediately
constructed necessitated consideration of staged construction of the predomi-
nantly canal section between Ssm Jacinto Tunnel and the Temecula River area and
of the pipe line section south of Temecula River to the Otay Reservoir. The
hydraulic characteristics and methods of construction of these two types of
aqueducts are inherently different. As a result, conclusions reached relative
to staging of facilities within the two sections may be expected to be at
variance .
=161=
Canal Section . Iii. order to arrive at the proper initial capacity of
the canal section, detailed estimates of cost were prepared fo^* two canal
sections, and attendant siphons, with capacities of 500 second-feet and 1,000
second-feet, respectively, to Axild Valley Reser/oir and 5OO second -feet and
&8k second-feet, respectively, from Auld Valley Reservoir to the hegiiming of
the pipe line near Temecula River. Detailed estimates of cost on comparable
bases were prepared for the foregoing two sizes of cajaal. A description of the
larger installation is presented in Appendix B aad the detailed cost estimate
is reproduced in Appendix D. No detailed description or breakdown of the cost
estimate for the smaller installation is herein presented but assumptions and
criteria utilized in preparing it were the same as those utilized for the
larger installation.
The estimated capital costs of the two sizes of caasJ. installation
extending from, but not including, the canal head.works, metering structure, and
siphon near the west portal of the San Jacinto Tunnel to the end of the canal
section near Temecula River and not including the cost of the bypass siphon at
Avild Valley Reservoir, are presented in the following tab^ilation:
Capacity, in
second-feet Estimated capital cost
500 $ 9,216,000
1,000 to 884 ll,60i^,000
It will be noted from the foregoing tabulation that a 100 per cent
increase in capacity from 500 to 1,000 second-feet woiiLd result in only eui
estimated 26 per cent increase in. cost. As shown in Chapter II, by about the
year 1981, it is estimated that the additional demand for imported water in the
aqueduct service area will have reached 500 second-feet of continuous flow.
The cost of a 500 second-foot canal cojastructed by the year 198I, discounted to
present worth (1960) on a 3-1/2 per cent interest rate, woxild be about $i|-,U75,00C
-162-
Adding this latter veilue to the $9;2l6,000 capital cost of immediately install-
ing a 500 second-foot cecial installation results in a present worth of
$13j691,000 for the steiged construction, as compared to a cost of $11,60^,000
for constructing the 1,000 second =foot car.al immediately. On tlie basis of the
foregoing, it was concluded that the initial capacity of the canal section
should he that which would meet demands in the service axea in year 2CO0, or
1,000 second-feet. It would be possible to reduce the initial construction
cost somewhat by building only single barrels of considered two barrel siphons
within the canal section. This saving, however, woiild not be appreciable and
could be outweighed by costs arising from construction difficulties in the
future when the second barrels were constructed. Further, the foregoing gives
no consideration to probable increased construction costs or to increased value
of lands required for right of way. Thus, on this basis, there would be an
euivanteige of about two million dollars in favor of initiei construction of the
larger aqueduct.
Pipe Line Section . For purposes of compejrative ansLLyses of staged
construction, preliminary estimates of cost were prepared for pipe lines having
three different capacities, all of which wovild follow the "W" line from the end
of the canal section to Lower Otay Reservoir. The pipe line stsiges considered
ha^ capacities of 864, U32, and 2l6 second=f9et, all measured at the point of
origin at the end of the canal section, wita appropriately reduced capacity as
the aqueducts proceeded southward. It is estimated that the pipe line with an
initieJ. capacity of 861*^ second-feet could provide for imported water deieands in
the aqueduct service area up to the year 2000 and that the h-i2 second-foot pipe
line and the 2l6 second-foot pipe line could meet future water demsjids therein
equal to one-half and one-quarter, respectively, of the total deraajids estimated
for the year 2000. It is further estimated that the capacities of these latter
-163-
two pipe lines wcxld be used up by the yeai-s .1981 and I969, respectively, if
either unit were constructed in the year 196O, and operated in conjunction with
the existing San Diego Aqueduct,
The economic analysis of staged construction of the "W" line consisted
of comparing the present worth of the estiiLated construction costs for the
following ccMnbinations of installations:
1. Initial installation of a 664 second -foot pipe line in 196O.
2. Initial installation of a ^4-32 second-foot pipe line in 196O and
an additional installation of a ^32 second -foot pipe line in 1981.
3. Initial installation of a 432 second-foot pipe line in I96O and
additional installation of two 2l6 secoad-foot pipe lines in 1981 and 1989^
respectively.
h. Initial installation of a 2X6 second-foot pipe line in I96O,
additional installation of a 4-32 second -.foot pipe line in 1969^ and final addi-
tion of a 216 second-foot pipe line in 1989-
5. Installation of fovn* 2l6 sicond-foot pipe lines in the years 196O,
1969, 1981, and 1989, respectively.
The costs of the foregoing ccsiibinations of pipe line installations
are presented i:i Table 19- Present worths of the capital costs as of the year
i960 were computed on the basis of Literest at 3-1/2 per cent per annum. It
should be noted that all costs shoi«i are on the same price basis regardless of
the assumed date of construction. A continuation of the cxirrent and historical
inflationary trend would give more adv£Jitp^e to the installation schedules
involving the greatest immediate or nep.r future expenditures.
-164-
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-165-
It is indicated in Table 19 that a two-stage construction of the pipe
line vould he esseatialljf equivalent to initial construction to fiill capacity
from an economic standpoint . It is believed to be conclusively demonstrated
that either full or half capacity initiail construction is definitely superior
to construction of a quarter of fnill capacity initially or 2l6 second-feet.
Although initial coastructioa c-f an aqueduct to supply half the
demand in the year 2000 is equivalent from an. economic standpoint to initial
construction of an aqueduct that would supply the needs of the service area in
the year 2000, two-stage construction would permit a re-evaluation of the
proper location and capacity for the second stage of aqueduct construction from
the experience and knowledge in the future as to pattern and rats of develop-
ment . It is coacludedj tbere';fore, that the initial construction of the pipe
line a].ong the "W" line shovild provide for a capacity of 432 second-feet at its
point of origin at the e.ad of the canal section, with appropriate reduction of
capacity as the aqueduct proceeds southiiard;, vhich capacity operated with the
existing aqueduct, would satisfy the estimated demand for imported water in the
service area until the year 193l«
Economic Comparison of Alternative Plans for
Term inating Aqueduct F aci lities
Preliminary comparisons of the three alternative aquediict routes and
of staged construction of selected facilities were made on the basis of ter-
minating each route at Lower Otay Reservoir. This reservoir was the point of
terminus of the aqueduct route investigated by the San Diego Covsnty Water
Authority and described in its report of 1955-
During the course of this investigation j further study was given to
the location of a terminal resein/oir and several alternative sites were given
reconnaissEiace examination. As a result of the reconnaissance exami.nation.
-166.
more detsdled study was given to the raising of Lower Otay Dam, and to con-
stniction of a new dam at the Mlnnewawa site on Jamul Creek, a tributary of
Otay River. The locations of the two sites are shown on Plate 9.
Frcan previously described studies, it was concluded that in the year
2000, about 56,000 acre-feet of reservoir storaige capacity at Lower Otay Reser-
voir or 59,000 acre-feet of reservoir storage capacity at the Mianewawa site
would be reqxxired at the terminal reservoir for the "W" line. Provision for
this amount of storage wovild require raising the existing Lower Otay Dam about
36 feet or to a maximum water surface elevation of 52? feet. The cost of
raising the existing dam was estimated to be $7>286,000. It should be empha-
sized that this cost is of a preliminary nature, and that a firm cost of such a
plan would reqviire a detailed design analysis, which is beyond the scope of
this report.
Minnewawa Reservoir with a capacity of 59>000 acre-feet would require
construction of a dam 175 feet in height from stream bed to spillway crest, and
on the basis of earthfill construction was estimated to cost $6,185,000.
Further data relative to raising of Lower Otay Dam and construction of
Minnewawa Dam are presented in Appendix D.
Since there would be a difference in the maximum water surface eleva-
tion in the two reservoirs of 173 feet, the slope of the hydravilic gradient in,
and the size of, the proposed aqueduct to the north would vary according to
the termineil reservoir selected. Further, this variance in hydraulic gradient
8lLso would affect the cost of service from the two suLtemative plans because
pimiping wovad be required to accomplish delivery to certain areas for the plan
utilizing Otay Reservoir but not for the plan utilizing Minnewawa Reservoir.
Proper comparison of the costs and accomplishments of the alternative systems
therefore required consideration of not only dam and reservoir costs, but also
the attendant costs of aqueducts, pumping plants, and energy required to
accomplish water deliveries at the necessary hydraiiLic grade line elevations.
-167-
This comparison was made for the "W" Ixae constructed with a capacity-
necessary to supply one-half the seiryice area demand estimated for the year
2000, considered to be the reqxiix'sment in the year 196I, and also for the addi-
tional aq^ueduct facilities needed to provide for the remaining half of the
service area demand assviming that these latter facilities would be constructed
by the year 198I. It was found that^ depending on the terminal point selected,
the size of aqueduct woxild be affected as far north as the vicinity of Vista
near the point of turnout for the lateral to Oceanside. Also affected would be
the cost of the lateral leading to Otay Municipal Water District and Imperial.
The comparison was made on the basis of present worth of capital costs of con-
struction items and of smnual costs of operation, maintenance, emd replacements
for pumping facilities including power costs in perpetviity. The present worth
computations were based on an interest rate of 3-1/2 per cent per aonim. The
restilts of the comparison axe set forth in Table 20.
It will be noted in Table 20 that, from the standpoint of cost, there
would be an advantage of about $2,200,000 in favor of the aqueduct terminating
at Lower Otay Reservoir rather than Minnewawa Reser^/oir. There are, however,
certain other factors not susceptible of economic evaluation which should be
considered in making a choice between the two points of terminus.
Although, on the basis of studies described hereinbefore, the City of
San Diego and Helix Irrigation District woxild not require delivery of aqueduct
water frcM either Lower Otay Reservoir or the proposed Minnewawa Reservoir,
variations in the pattern of development from that indicated in the demand
studies would result in the need for delivery of water thereto from Minnewawa
Reservoir by reversing the direction of flow in the main aqueduct. Such
delivery could be accomplished by gravity from Minnewawa Reservoir but would
require pimping from Lower Otay Reservoir.
.168-
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-169-
The greatest advantage of Miaaewawa Reservoir is considered to "be its
utility in serving the distribution systems of the City of San Diego, Helix
Irrigation District, and National City aiid South Bay Irrigation District dviring
em emergency or a plemned shutdown of the aqueduct north of Murray Reservoir.
The minimum operating water surface elevation of the proposed Mimiewawa Reservoir
is 615 feet and the elevation of the Luraout to Lake Murray on the proposed
aqueduct line would be about ^80 feet. Therefore, water stored in Minnewawa
Reservoir could, if required, be fed back through the aqueduct by gravity at
rates of from 100 to 200 second-f eet depe.ud7.ag on tiie water surface elevations
in the former reservoir. It shoold be noted further that water could also be
delivered by gravity froat Minnewawa Reservoir into the existing Sweetwater
Reservoir of the California Water and Telephone Company on Sweetwater River.
This would not be possible from Lower Otay Reservoir. It is, therefore, con-
cluded that the constru.ction of Mioae'irawa Reservoir would add a substantial
degree of assurance of continuity of we,ter service ia the event of emergency
shutdown of the aqueduct, and would permit flexibility'' and coordination of
operation of the storage and conveyance system of the City o.f Saa Diego and of
the California Water and Telephone Company for utilization of imported water
from the north.
It should again be emphasized that a detailed design analysis of the
plem for raising Lower Otay Reservoir, xAich woiild be required for a firm esti-
mate of cost therefor, was beyond the scope of this investigation, and that the
estimated cost of Minnewawa Dam and Reservoir is considered to be the more
reailistic of the two. Prior to final selection of one of the two alternatives,
additional engineering investigation should be laidertaken at both of the sites
to more closely ascertain the difference in cost between the alternative plsms.
-170.
Timing of Reservoir aad Aqueduct Construction
As previously stated, with the construction of the initial irnit of
the proposed aqueduct to San Diego Co\mty, construction of certain of the reser-
voirs required for operation in the yeeur 2000 may be deferred. By operating
Auld VsLLley Reservoir, to be constructed initially, together with the existing
Murray Reservoir and by operating the existing Saa Diego Aqueduct to fiill capa-
city with attendant regulatory storage In San Vicente Reservoir, it would be
possible to meet the demands of the potential water service area until about
1975= It appears that at that time axiditional reffalatory storage would be
required ■vrtiich covild be provided by the construction of either Mlnnewawa Reser-
voir or the combination of San Marcos, Vallecltos, and Carroll Reser^rolrs. If
Mlnnewawa Reservoir or the combination of San Marcos, Vallecltos, and Carroll
Reservoirs were constructed at that time, it wo\ild be possible to provide for
service area water requirements from the existing and proposed aqueducts vintll
1981, at which time the second stage of aqueduct construction would be required.
By constructing the foregoing three smaller reservoirs as well as Miinewawa
Reservoir between 1970 and 1980, the second stage of aqueduct construction
could only be deferred about two years. It shovild be noted that It may be
desirable to construct certain of the aforennentioned reservoirs prior to the
time they would be needed for regulation of aqueduct water to provide emergency
storage, or to give more flexibility to the aqueduct operation.
If the construction of Mlnnewawa Resex^roir were not accomplished
until 1975 or later as just discussed, it would not be necessary to construct
the three -inile section of the aqueduct between Lower Otay Reservoir and
Mlnnewawa Reservoir until such time as the reservoir is required. However,
until Increased water demands create the need for regulatory storage of
Mlnnewawa Reseivolr, water service could still be provided to Otay Municipal
-171-
Water District aad Imperial by deliTeries from the end of the aqueduct without
pumpiag, prior to oonstructioa of Minsj,ewawa Reservoir aad the foregoing terminsLL
reach of aqueduct. la the interim iiatil these latter facilities were built,
any excess flows in the aqueduct could be discharged into Lower Otay Reservoir.
Summary of Facilities Selected for Init ial Construction
The facilities selected for iaitial construction and their estimated
capital costs, including aJLlowance of 10 per cent for engineering and 15 per
cent for contingenciss as well as en allowance for interest dtiring construction,
are shown in the follovriag tabulation:
San Jacinto Tu nnel to Ead_of_C8jaal Section
Type of conduit - CsaaJL
Capacity - 1,000=884 second-feet
Length - 29*5 miles
Capital Cost - $13,045,000
End of Canal Section to Proposed^ Mnaew awa Reservoir Site
Type of conduit - Reinforced concrete and steel pipe
Capacity - Ma>:l!a.um 4-32 second-feet diminishing to
93 second-feet at terminus
Length - 7'+ '5 miles
Capital Cost - $52,786, OCO
Auld Valle y Reser^j^oir
Type of dam - Earthfill
Height of dam to spillway - 85 feet
Gross reseirvoir c£:.pacity - 38,000 acre-feet
Purpose - RegvL).ation aud emergency stoi-age
Capital Cost - $6,053^000
Totea Capital Cost
$71,880,000
It will be noted that the foregoing facilities include a pipe line
leading all the way to the proposed Mi:ojiew«,wa reservoir site. As previously
discussed, it will probably not be necessary to construct Minnewawa Reservoir
-17S-
for a number of years. Therefore, the section of pipe line between Otay Reser-
voir and the inlet to Minnewawa Reservoir woiJ.d not be necesseiry for initial
construction. The capital cost of this section of pipe line is estimated to be
$2,630,000.
The foregoing facilities of the proposed San Diego Aqueduct selected
for initial construction are described in detail in Appendix B of this report.
Plem and profile for the aqueduct line are shown on Plate 2k, entitled "Plsua
suad Profile", and typical aqueduct structures and appurtenances including Auld
Valley Dam and Reservoir shown on Plates 11 thro\igh 21.
Presented in Appendix D is a detailed estimate of the capitail costs of
the initisLL features described in Appendix B and based upon unit prices shown
in Appendix C A summary of the detedled cost estimate is presented in
Table 21.
The facilities shown in Table 21 operated coordinately with the
existing Sem Diego Aqueduct could supply the estimated demands for imported
water in the potential aqueduct service area \mtil about the year 1975- With
construction of Minnewawa Reservoir with a capacity of 59 > 000 acre-feet, the
foregoing facilities could supply the estimated water demands until about 1981.
The method of delivery of water from the existing and proposed aqueducts as
estimated for the year 198O is illustrated on Plate 25, entitled "Schematic
Diagram of Estimated Annual Water Deliveries from the Existing San Diego Aque-
duct and from Proposed 'W' Line in the Year 198O".
It should be noted that the canal section of the foregoing aqueduct
facilities, with a design capacity ranging from 1,000 to 884 second-feet, would
have svifficient capacity to convey, as far as the vicinity of Temecxila River,
the water needed in the potential service area estimated for the year 2000.
However, conveyance of the additional water supplies estimated to be needed
south of Temecula River eifter about the year 198O would require the construction
-173-
of the second stsige of the pipe line section of the aqueduct vhich woiild have
a capacity ranging from k^ second-feet to 9& second-feet and would essen-
tially parallel the pipe line route selected for initial construction, as well
as Vallecitos, San Marcos, Carroll, and Woodson Reservoirs with an aggregate
storage capacity of 42,000 acre-feet. The method of delivery of water from
the existing and proposed aqueducts as estiinated for the year 2000 is illus-
trated on Plate 26, entitled "Schematic Diagram of Estimated AnnuaLL Water
Deliveries from the Existing San Diego Aqueduct and from Proposed 'W' Line in
the Year 2000".
-1T4-
TABLE 21
SIWIARY OF
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN JACINTO
TUNNEL TO PROPOSED MINNEWAWA RESERVOIR SITE
"W" LINE
(Based on prices prevailing in the fall of 1956)
Station
Item
Cost
0+00 to 17+50
17+50 to 1202+00
1202+00 to 12U5+5O
12lf5+50 to 1586+75
1 1586+75 to 2100+00
2100+00 to 2721+00
2721+00 to 29^5+00
29^5+00 to 3163+00
3163+00 to 3269+00
3269+00 to 3861+00
3861+00 to 40lf3+00
U043+OO to U214+00
1^2lU+00 to k6lk-¥00
San Jacinto Tvumel to Beginning of
Canal, Capacity 1,000 cfs
From Beginning of Canal to Auld Valley
Reservoir, Capacity 1,000 cfs
Auld Vaaiey Reservoir, Capacity
38,000 acre=feet
AuLd. Valley Reservoir Bypass Siphon,
Capacity kk2 cfs
From Avild Valley to Beginning of Pipe
Line, Canal Capacity 884 cfs
Pipe Line from End of Canal to
Vallecitos Reservoir Turnout,
Capacity 432 cfs
Turnout (Vallecitos Reservoir) to
Turnout (Oceanside), Capacity 39^ cfs
Turnout (Oceanside) to Turnout
(Bueno Colorado), Capacity 383 cfs
Turnout (Bueno Colorado) to Turnout
(Ceirlsbad), Capacity 37^ cfs
Turnout (Carlsbad) to Turnout (Ssua
Marcos Reservoir), Capacity 364 cfs
Turnout (San Marcos Reservoir) to
Turnout (East of Del Mar), Capacity
335 cfs
Turnout (East of Del Mar) to Turnout
(Carroll Reservoir), Capacity 324 cfs
Turnout (Carroll Reservoir) to Turn-
out (Camp Elliott), Capacity 29^ cfs
Turnout (Camp Elliott) to Turnout
(San Diego and Helix), Capacity 286 cfs
$
872,600
6,246,000
4,701,600
218,800
2,633,600
5,205,600
7,620,900
2,286,800
2,258,000
1,182,700
6,713,300
1,849,000
1,778,200
3,524,100
-175-
SUMMARY OF
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN JACINTO
TUNNEL TO PROPOSED MIOTffiWAWA RESERVOIR SITE
"W" LINE
(continued)
Station
Item
Cost
i+6lU+00 to i(995+00
4995+00 to 527^+00
5274+00 to 5522+00
Subtotal
Turnout (San Diego and Helix) to
Turnout (South Bay aiid National City),
Capacity 157 cfs
Turnout (South Bay and National City)
to Turnout (Otay and Imperial),
Capacity ikk cfs
Turnout (Otay and Imperial) to
Minnewawa Reservoir, Capacity 98 cfs
Administration and engineering, 10^
Contingencies, 15/^
Interest during construction
TOTAL
$ 3,557,300
2,U06,000
1,963,600
$55,018,600
$ 5,501,900
8,252,800
3,111,500
$71,884,800
-176-
I
CHAPTER IV. CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are submitted with
reference to the investigation of alternative Feather River Project Aqueduct
routes to San Diego County.
Conclusions
As a result of the investigation, it is concluded that:
1. San Diego County is faced with a critical water problem requiring
construction of additional aqueduct capacity to supply imported water to the
County at the earliest practicable date.
2. This aqueduct must be so located as to serve presently surplus
Colorado River water in the interim \mtil Feather River Project water can be
made available, and this location should be that which will provide maximvmi
water service at minimum over -all cost.
3. Determination of the location of a route for the Feather River
Project Aqueduct through San Bernardino and Riverside Counties, pvirsuant to the
directive of Senate Concurrent Resolution No. 19, must await completion of
current studies of alternative Feather River Project Aqueduct routes to southern
California.
U. The aqueduct should be constructed initieilly to the most econom=
ical size that will provide sufficient water for the growth of southwestern
Riverside County and San Diego County for a reasonable period in the future.
5. By year 2000, with provision for an adequate water supply, it is
estimated that there will be about 2,800,000 people in San Diego County, 80 per
cent of which woiild be located in the San Diego Metropolitan Area, and that the
present area of irrigated agriculture may have expanded about 300 per cent to
about 210,000 acres in San Diego and southwestern Riverside Counties.
-177-
6. The requirement for imported water in sovithwestera Riverside emd
San Diego Coimties, ia addition to the liH,000 aere-feet per year olitained
through the existing aqueduct, may approach 800,000 acre-feet annually hy
year 2000.
7. The rate of increase in deiaand for imported water in San Diego
and southwestern Riverside Comities, herein estimated, coupled with ever
increasing demands for imported water in the remainder of the service area of
The Metropolitem Water District of Eoiithem California, emphasizes the need
for rapidity of action In constructioa of tJae Feather River Project.
8. The over-all future demand for water ia the potential aq.ueduct
service area will be influenced only to a relatively small degree "by those
factors of aqueduct location and price \>7ithin the limits and assumptions of
the investigation.
9. The aquedtict sho'old origiaats at the westerly portal of San
Jacinto Tunnel and from this point to the vicinity of Temecula River, a dis-
tance of about 29-5 miles ^ sLoiild be constructed as a canal with a substaaatial
saving in costs over pipe line const:n.iction. The remaining 7^«5 miles of
aqueduct to a terminus in the proposed Mia.aew£',wa Res'^rvoir would be of pipe
line construction comprising sections of both reinforced concrete pipe and
steel pipe.
10. Because of the relatively small increment in cost of construction
of successively larger canal capacities, amounting to only about 26 per cent in
the increment between 500 second^feet and 1,000 second-feet, the canal section
should be constructed initially to supply demaiids in the potentied aqueduct
service area in the year 2000 or with a capacity of about 1,000 second-feet.
11. Economic comparison of lines "E", "S", and "W", which routes were
given detailed consideration, including evaJ.uation of xLe cost of regulatory
storage capacity and of major laterals necessary to provide water service to
-178"
existing eind potential water service agencies. Indicates no clear cut advaxiteige
of one route over the others.
12. Although equivalent in over-all cost to the other routes con-
sidered, the Westerly or "W" route is deemed superior from the standpoints of
ease and rapidity of construction and of the cost of necessary conveyance facil-
ities to serve that portion of the service area with the greatest potential
future water dememd.
13 • Construction of the "W" line should provide for a capacity of U32
second-feet at a point of origin at the end of the canal section, with appro-
priate reduction of capacity as the aqueduct proceeds southward, which capacity
when operated coordinately with the existing San Diego Aqueduct would satisfy
the estimated demand for imported water in the potential service area until
about the year 1981,
14. A two stage construction of the aqueduct is not only desirable
from an economic standpoint but will also permit a re-evaluation of the proper
location emd capacity for the second stage of aqueduct construction with the
experience and knowledge of the future as to pattern and rate of development.
15. Auld VsuLley Reservoir adjacent to the canal section on Tucalota
Creek shoxild be constructed initially with a capacity of about 38,000 acre-feet
as an aqueduct appurtenance to provide flexibility of operation and desirable
emergency storage near the upper portion of the aqueduct.
16. By year 2000, regulatory storage capacity of about 150,000 acre-
feet will be reqxiired for economical aqueduct operation. The required storage
capacity, in addition to that provided at Auld Valley Reservoir, should be
distributed as follows:
-179-
Capacity, in
Re servoir acre -feet
Vallecltos 10,000
San Marcos l6,000
Carroll 8,000
Woodson 8,000
Minnewawa 59^000
San Vicente 23,000*
Murray 6,000**
♦Portion of capacity of existing reservoir.
**Existing reservoir.
17. Construction of certain of the regulatory reservoirs other than
Auld Valley may be deferred tmtil such time as peak demainds on the aqueduct
exceed capacity therein.
18. Featiures of the proposed San Diego Aqueduct to be constructed
initially, estimated to have a cost of $71,880,000;, are summarized as follows:
San Jacinto Tunnel to End o f CaasQ. Section
Type of conduit - Canal
Capacity - 1,000-884 second-feet
Length - 29-5 miles
Capital Cost - $13,0^5,000
End of Canal Sectio n to Proposed Minnewawa Reservoir Site
Type of condvslt - Reinforced concrete and steel pipe
Capacity - Maximum ^32 second-feet diminishing to
98 second-feet at terminus
Length - 74»5 miles
Capital Cost - $52,786,000
Auld Valley Reservoir
Type of dam - Earthfill
Height of dam to spillway - 85 feet
Gross reservoir capacity - 38,000 acre-feet
Purpose - Regulation and emergency storage
Capital Cost - $6,053*000
-180-
19. The Metropolitan Water Didtrict of Southern California and the
San Diego County Water Authority intend to proceed with the financing and con-
structing of an aqueduct to San Diego County and that this aqueduct would
follow an alignment generally eqiiivalent to that considered herein but would
have a capacity of 500 second-feet in the canal section and a capacity in the
initial pipe line section of 250 second-feet.
Rec ommendat ions
As a result of this investigation, it is recommended that:
1. In view of the estimates of future water requirements in San
Diego and southwestern Riverside Counties and economic analyses relative to
initial aqueduct capacity, presented in this report, immediate steps be taken
to construct the proposed Seui Diego Aqueduct with a capacity varying from
1,000 to 884 second-feet in the caneil section, and a capacity varying from
l»-32 to 98 second-feet in the pipe line section.
2. Responsible local agencies give continuing support to immediate
construction of the Feather River Project and to future units of The California
Water Plan which will be needed for satisfaction of forecast water requirements
in the South Coastal Area including San Diego County.
-181-
PLATE I
PLATE 2
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO SANDIEGO COUNTY
MAJOR EXISTING WATER SUPPLY FACILITIES
ICALC or MILES
PLATE 3
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
SUBDIVISIONS OF INVESTIGATIONAL AREA
1957
SCALE or HILEt
DEPARTMENT OF WATER RESOURCES
FEATHER RIVER PROJECT
NVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO S ANOIE GQ COUNTY
SUBDIVISIONS OF INVESTIGATIONAL AREA
1957
PLATE 4
SHEET I OF 2
SHEET I OF I
HLAIt 4
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
CLASSIFICATION OF LANDS FOR
PROBABLE ULTIMATE USE
SCALE OF MILES
2
SHEET 2 OF 2
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
CLASSIFICATION OF LANDS FOR
PROBABLE ULTIMATE USE
1957
SHEET 2 OF Z
PLATE 8
*A.
A S N D
WATER DISTRICT
20
18
16
14,3
14
129
13 4
12
104
lU
92
8
71
60
6
4
42
38
3.0
20
2
n
M
M
N
RAMONA M.W.D., MURRIETA AREA,
WINCHESTER SOUTH AREA,
AGUA TIBIA AREA
18
16
143
148
14
13b
12
10.6
10
94
8
70
6
4
25
-3:5
3.6
2
13
M
M
N
RAINBOW M.W. D., VALLEY CENTER M.W.D.,
PAUMA VALLEY AREA, LOWER PAUMA VALLEY
AREA, NORTH OF SANTA FE AREA,
SOUTH OF LAKE HODGES AREA
1 \ — A
/
/
/
1
...J... .J..
/
1
1
I
/
/
1
1
1
1
/i
/ i _
n
1
! A
1
/
Sr«TE OF C»u
1
'ORXI* DE
..„«-,
/
A
f
1.4IER BE
OVRCES~
"~>/
f
I I
y
-— r-^"^
HISTORICAL 4ND ESTIMATED FUTURE POPULATION OF
SAN DIEGO COUNTY
A
1
i
1
/ ,
®/
©/]
/
/
/; /
/ y
1
®ASSUH>NI) WATEIt OELIVEBEO
AT SQUEOUCT IT 115 00 PER ftCREFT
©ASSUMINO WATEfl OELIVEBEO
»T IQUEOUCT AT 14000 PERftOBE FT,
ESTIMATED FUTURE AREAS OF
IRRIGATED LANDS IN THE
SAN DIEGO AQUEDUCT SERVICE AREA
PLATES 5. 6 AND 7
®.l
AT |1S00 PE» aC«£ TT
(B)aSSUMIF<0 WATEtt OELIVEBEO
AT AQUEDUCT AT $40 00 PER ACRE t
ESTIMATED FUTURE DEMAND FOR WATER
IN THE SAN DIEGO AQUEDUCT SERVICE AREA
PLATE 9
LEGEND
AUTHORIZED FEATHER RIVER PROJECT AQUEDUCT ROUTE TO
SAN DIEGO COUNTY
"S' LINE-BARONA ALIGNMENT
V LINE-LINE GENERALLY PARALLEL TO EXISTING SAN DIEGO
AQUEDUCT
—— "S" LINE -APPROXIMATE ALIGNMENT INVESTIGATED BY
SAN DIEGO COUNTY WATER AUTHORITY
_^_ "W" LINE -WESTERLY ALIGNMENT
ALTERNATIVE ALIGNMENT LEADING FROM EAST END OF
LAKEVIEW SIPHON
_— ALTERNATIVE ALIGNMENT TO TERMINUS IN MINNEWAWA RESERVOIR
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
ALTERNATIVE AQUEDUCT ROUTES
1957
KALE OP UILCB
\i
-T^-
CARLSBAD M.W. D., RflNCHO EL CAJON AREA,
NEAR OCEANSIDE AREA, EAST OF OEL MAR AREA
Ji±.
il^
-^
JIS.
J2^
_90.
-^
A'
.«_
41
JJ.
^
RINCON DEL OlftSLO MWD., RINCON AREA.
EAST OF SAN DIEGUITO AREA
JU.
^
jn.
.BB_
—
_^
-U-
Ji-
Lii.
JFMAUJ JASONO
SUE NO COLORADO MUNICIPAL WATER DISTRICT
lii
iis
^,
_2zJ
^
.!
.112-
FMAMJ J ASON D
RAMONA U.W.O., MURRIETA AREA,
WINCHESTER SOUTH AREA.
AGUA TIBIA AREA
D
»>
—
iUL
i££.
2i_
JL.
.Si,
'
1
M
M
CITY OF SAN OIEGO. CITY OF ESCCNOIDO. CITY OF
OCEANSIOe. HELIX IRRIO. DIST., NA-|ONAL CITY,
SOUTH BAY IRR16. DIST.. U.S. GOV'T CAMPS
PENDLETON B ELLIOTT. OTAY M.W. D,. RIO SAN DIEGO
MW.D., IMPERIAL AREA 8 NEAR MIRAMAR AREA
18
? 11
ii/.
JiB
II-
i .0
<
8
° 6
j! 4
2
iii_
_8S.
il.
.o.
.ii_
41
.ii-
SAN DIEGUITO (RHIG. DIST.. FALL BROOK P. U. D..
SANTA FE IRRIG. DIST., POWAY M. W. D.
EL CAPITAN AREA. S&t^ VICENTE AREA
Jii_
^
~~~
10^
-IS-
ii.
_is_
LLi_
J FMAMJ JASOND
RAINBOW M.W. D.. VALLEY CENTER M.W.O.,
PAUMA VALLEY AREA. LOWER PAUMA VALLEY
AREA, NORTH OF SANTA FE AREA,
SOUTH OF LAKE HODGES AREA
ESTIMATED MONTHLY DISTRIBUTION
OF DEMAND FOR WATER IN PER CENT OF ANNUAL DEMAND
IN YEAR 2000
1^
PLATE 10-A
LEGEND
E LINE-LINE GENERALLY PSRALLEL TO EXISTING SAN DIEGO
AQUEDUCT
MAJOR EXISTING WATER SUPPLY FACILITIES
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
NVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO SANDIE60 COUNTY
LOCATION 0F"E" LINE
APPURTENANT FACILITIES
1957
KALt V WLH
>i
WLIN£-WiSTEflL« 4LI0NM[
— -~ ALtEONitTIVE JU.IGNUE'iT T
HINNEWtWIk nE^fNOR
OEPAnTMENT OF WATER RESOURCES
SOUTHERN C«l.l'onNI* DISTRICT
FEATHER RIVER PROJECT
INVESTIGSTION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANOIEGO COUNTY
ALTERNATIVE AQUEDUCT ROUTES
1957
PLATE lO-C
LEGEND
w'line-westerly alignment
major existing water supply facilities
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
LOCATION 0F"W" LINE
AND
APPURTENANT FACILITIES
1957
tCALC OF MILCt
I
MAJOR EklSTINQ WATER SUPPLY fACIL
FEATHER RIVER PROJECT
NVE5TIG4TI0N OF ALTERNSTIVE AQUEDUCT
ROUTES TO S4N0IEG0 COUNTY
LOCATION OF"e" LINE
AND
APPURTENANT FACILITIES
1957
PLATE II
^1
TYPICAL SECTION THROUGH
DEEP ROCK CUT
'AYLINE FOR EXCAVATION
XCAVATION
PAYLINE FOR EXCAVATION
LONGITUDINAL GROOVE
TRANSVERSE GROOVES,
AT l2'-0" CENTERS
EARTH EXCAVATION
LINING DETAIL
CONCRETE CANAL
LINING
CONTINUOUS
GRAVEL BLANKET
- FLAP VALVE WEEPS SPACED AT
6'-0" CENTERS ON ALTERNATE
SIDES OF CANAL CENTER LINE
TYPICAL UNDERDRAIN
ii4T( or CAkiro*H>a
SOUTHERN CflLiPQBN'a DISTRICT
PROJECT FEATHER RIVER
«.Tu« SAN DIEGO AQUEDUCT
TYPICAL CANAL SECTIONS
ion EaiSTING WATER 5UPPVT FtCILITlE
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO S AN DIE GO COUNTY
LOCATION 0F"S" LINE
AND
APPURTENANT FACILITIES
1957
l
PLATE 12
ir
)" I.D. PRECAST OR
NOLITHIC REINFORCED
NCRETE PIPE
REINFORCED CONCRETE
SECTION B-B
TYPICAL OUTLET TRANSITION
(CONNECTION TO CONCRETE PIPE TYPE SIPHON SHOWN)
1 g a 4 6 •FT.
HYDRAULIC PROPERTIES OF CONCRETE PIPE SIPHON
Q = 684 c f s
(i = I ft,
A » 78.54 Sq. ft.
V = I I 26 fl./sec.
n = .0115
r =2.50
3 = .00224
DESiONEO
£.CJ
DRAWN'
LSG
OEPAOTHENT OF •*!£« RESOURCES
SOUTHERN CftLlPORNia DISTRICT
FEATHER RIVER
SAN DIEGO AQUEDUCT
TYPICAL SIPHONS
STA.O+OO TO STA. 1586+75
SUBMtTTEO .^ . -*
■;:^ta.
iamittijiiat,
DkTty^^^r
'yn.fy^
ORAWINO NO
LEGEND
r'u«-VIEST£OLy ftLIGNMEHT
riNG •ittn sueoLT f«ciLiriES
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO SANOIEGO COUNTY
LOCATION OF V LINE
AND
APPURTENANT FACILITIES
1957
/Ti
PLATE 13
^■
y
/
■ -J
GRAVEL DRAINS WITH
f' 2' WEEP PIPES AT 5'
Y'' centers
12 GRAVEL BLANKET
-6 SEWER PIPE UNDEROfiAIN
SECTION A-A
SCALE OF FEET
I t>*3 lO
SECTION B-B
SCALE Of FEET
SECTION C-C
SC*LE OF FEET
60" X 30" VENTURI METER - . ^
-30 CONE VALVE
- - 60" CONE VALVE
-STEEL PIPE
TO ROUND
ISITION
BULKHEAD FOR
FUTURE CONNECTION
-FUTURE 120 X 60
VENTURI METER AND
CONE VALVE
BULKHEAD FOR
FUTURE CONNECTION
EL 1482.00
13'DIA. MONOLITHIC CONCRETE
PIPE
GRAVEL BLANKET-
13' OIA. MONOLITHIC - '
CONCRETE PIPE EXTENDS
ACROSS SAN JACINTO
RIVER
^JAL SECTION
MtcawT>««
OCMRTHCWT Of «*TI» WSOUnCCS
SOUTHERN caLIFORNI* DISTRICT
FEATHER RIVER
SAN DIEGO AQUEDUCT
DIVERSION AND
METERING STRUCTURES
I>
SECTION FOR CUTS 0' TO 12'
:^^
i y^lJL^ L
SECTION FOR CUTS 12' TO 25'
-^ i^yiN |>-
TYPICAL SIDE HILL SECTION
DETAIL OF OPERATING ROAD AND BERM
TYPICAL SECTION THROUGH
DEEP ROCK CUT
CJWiL OlUtNSlMS »W MtOBiULK PROPERT.ES 1
b
d
H
A
V
:90»
i*4
SS4
OMI
12
»flT
1140
!MSt
9 34
ta*
sse
0»
oooi
BACKFILL M1TH SELECT
MATERIAL OR CBJSHEr)
RUN BASE
BOCK EXCAVflTION
MVLINE FOR EXCAVATION
INAL OBOOvE
TRANSVEOSE CROOVES.
EARTH EXCflVATION
LINING DETAIL
E MEPS S
6'-0* CENTERS ON AL'ERNAIE
SIDES OF CANAL CENTER LINE
TYPICAL UNDERDRAIN
SAN OIEGO AQUEDUCT
TYPICAL CANAL SECTIONS
PLATE 14
I
UcENTER LIN
E OF BRIDGE
,3"xe"RAlLING
J
-6"X6" RAILING POST
6X8 POSTS
—CANAL LINING
SECTION B-B
^-3'X12' BULKHEADS
OEMRTytNT OF WATEH BCSOU«CES
SOUTHERN CALIFORNIA QISTRICT
FEATHER RIVER
SAN DIEGO AQUEDUCT
TYPICAL FARM AND
PRIVATE ROAD BRIDGES
Mtwtt
CM.V
3>l
«ttlluuS.<^i
M
lOtD
APPROVAL RE col
OATi x/fA;
>z^
DRAWINO NO
:L»StlC riLLCB
HALF PLAN
..^
iH<
IT' ■ ■/ "■ r
EINFOftCCD C0NGNE1
SECTION A-A
TYPICAL INLET TRANSITION
(CONNECTION TO BOX TYPE SIPHON SHOWN)
ijo'i.o. PREe*si on
MONOLITHIC flEINFORCED
CONCRETE fl(iC
MINIMUM BANK
ORCEO CONCRETE
SECTION B-B
TYPICAL OUTLET TRANSITION
(CONNECTION TO CONCRETE PIPE TYPE SIPHON SHOWN)
HYDRAULIC PROPERTIES OF CONCRETE PIPE SIPHON
SECTION C-C
TYPICAL SECTION OF
BOX SIPHON
HYDRAULIC PROPERTIES OF BOX SIPHON
FESTHCA niVER
SAN DIEGO AOUEOIiCT
TYPICAL SIPHONS
STfl + 00 TO STA 1586 + 76
PLATE 16
V e^
^^m.
SECTION A-A
SECTION B-B
SECTION C-C
SECTION D-D
3ATI0N CROSSINGS
ONNECTION TO
> PIPE LINES AS REQUIRED
(►• '
m
SECTION E-E
SECTION F-F
*(« Oltt
DEPAATMCNT OF WATER RESOUttCES
SOUTMCRN CALlPOBNIfl DISTRICT
wojECT FEATHER RIVER
rE4Tu« SAN DIEGO AQUEDUCT
TYPICAL OVERCHUTES,
CULVERTS AND IRRIGATION CROSSINGS
OCSIONCD
D^AWM-
CM V
.^2L
"^E-
."^ x y-L^
'»'*y*>;
on AW mo NO
Ill
TOPOGRAPHY AT SITE
S' CHAIN UNH FENCE -
CnOUNO SURFACE
/
OUVEl tWUNS *
r tKXf "PCS »i
CEHTERS
i - I I
SECTION A-A
SECTION B-B
SECTION C-C
BATE sEcnow *-i
60'X 30* VEHTURI METER--.
I»"l»* tflHTUBI METED
LONGITUDINAL SECTION
FEIThCR RIVCft
SAN OIEGO AQUEDUCT
DIVERSION AND
METERING STRUCTURES
PLATE 18
SECTION B-B
¥
"ION C-C
CALE OF FEET
■ Tan 0* c*LiroiiH<*
OCPMTUENT OF WATER RESOURCES
SOQTmEBN C&LIPQBNia DISTRICT
PROJECT FEATHER RIVER
rc.TuRE SAN DIEGO AQUEDUCT
CANAL TERMINAL
STRUCTURE
DCSIMED
DAAWH
C M V
KKSSBESqrr
^■.
'-/"^
P0ROVI
f*--^ £cU^>r-^^i^
WTti^/J.7
ORAWrwO MO File NO
Xk
u
.'■jj
»a' n.«HN ft OB
(P LINE OF ca«n
■T1^
-fHi I
h®
■^
4.
I I IT
31
» 1
I T'.
IN. I TT
I- i
PLAN
SECTION A-A
—w »—
J
[-CENTER LIKE OF BBIOOE
SECTION B-B
SAN 0IE6O AQUEDUCT
TYPICAL FARM AND
PRIVATE ROAD BRIDGES
r^
PLATE 19
SECTION A-A
=^— ^
--f-
~4-
PLAN
SAND TRAP
SCALE OF FEET
I I I 4 S
r- -1
P
I TEMPC
,--TIH
f
TEMPORARY
BER
BULKHEAD
Micamio*
sraoat —
BUBff
CidiKlk
• T»T1 or C»L»«"I*
DCMItTHCMT OP WATCN WCMUnCCt
SOUTHEHN CALIFORNIA DISTRICT
••ojtCT FEATHER RIVER
>iATu« SAN DIEGO AQUEDUCT
MISCELLANEOUS
CANAL STRUCTURES
BuIBTTB
ot>-
e:^
IMMvlB
-TOT
•7?^
ONAWMt NO
1»!
\ r
■o '.
vt-o-
B .
— — »--o- .
1 — -
— - ■■ ti-tf — — —
\
OF BWiaSE
1
\^
n -J
Li
■ IZ'-O*
li-0' -
"
•■--r- ii
•—ABUTMENT
SECTION B-B
PLAN
SECTION A-A
SflN DIEGO AQUEDUCT
TYPICAL COUNTY AND
STATE HIGHWAY BRIDGES
^%
^ANSVERSE SECTION
PLATE 20
, S'XIB" VENT
r
r
SECTION C-C
TURNOUT
,48" BALL VALVE
a
jjrl
1
:USHI0NED
JADINi-, PRESSURE
TROL VALVES -
31^
GATE VALVES ,
^<HM~
=^#^'^^-
=3^<7r{»^
^78 PIPE
i^-
,--60 PIPE
-24" SWING CHECK VALVE
LAKE MURRAY CONTROL STATION
PIPE AND VALVE ARRANGEMENT
DEPARTMENT or WATEfl RCSOUHCCS
SOUTHERN CflLiFORNifl DISTRICT
PROJECT FEATHER RIVER
rt.Twt SAN DIEGO AQUEDUCT
TYPICAL PIPE LINE STRUCTURES
AND TRENCH DETAILS
DESIGNED
bSXwH
CM V
_^
SUBMITTtO
Mfrr^.T
PPROVAL^ecpfMI
.M:^
DATE
■^-0-7
Ml
OAAWINa NO FILE NO
CENTER LINE or CAhAL
.J
l^X
jO.
SECTION A-A
SECTION B-B
LONGITUDINAL SECTION THROUGH TYPICAL CULVERT
r' ^«-o-<
SECTION C-C
SECTION D-D
LONGITUDINAL SECTION THROUGH TYPICAL FLUME OVERCHUTE
COUPLING SAND.
r-t r*-'1 '■•, I- e--o--
^I- V^ ■• 1 ,-WELOEO STEEL PIPE
STIFFENER RINGS
'AT IRRIGATION CROSSINGS
MAKE CONNECTION TO
' EXISTING PIPE LINES AS REOUIHEO
-,.n
if i -■; ^"'"^ Jl
ft
SECTION E-E
m
SECTION F-F
LONGITUDINAL SECTION THROUGH TYPICAL PIPE OVERCHUTE
OR IRRIGATION CROSSING
Bwjta FEATHER RIVER
n.n« SAN DIEGO AQUEDUCT
TYPICAL OVERCHUTES.
CULVERTS AND IRRIGATION CROSSINGS
^i:
weoBurwMB,.
'yru^ ^■
tSSii^.
"« M,,
PLATE 21
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
AULD VALLEY DAM ON TUCALOTA CREEK
RESERVOIR STORAGE CAPACITY OF 38,000 ACRE — FEET
1957
CENTER UNE OF CANAL
HALF PLAN
FEATMEfi HIVER
SAN DIEGO AQUEDUCT
CHECK STRUCTURE
PLATE 22
RANDOM
EXCAVATION LINE-
SECTION OF DAM
SCALE OF FEET
200
iyyX\yy''W/Ayy^<\v/A\ V''Ayu\vyAvyy<\\-y^^
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
MINNEWAWA DAM ON JAMUL CREEK
RESERVOIR STORAGE CAPACITY OF 59,000 ACRE -FEET
1957
I
I
]
PLAN
SECTION B-B
CAMAL LINING-
^^
TOP OF MIN CANAL EMBANKMENT-
TOP OF CkNAL LINING
^STOP PLANK GUIDE
SECTION A-A
SECTION C-C
SOOTMEflW CtLitQBNIt OISTWIC
FIATMEn RtVEfi
SAN DIEGO AQUEDUCT
CANAL TERMINAL
STRUCTURE
_4;,i-
«5(Sa! —
......rrisa.t
■ "^^aMAi
PLATE 2 3
2'-
2400
<
>
— 2200
2000
1800
1600
1400
1200
1000
800
600
400
200
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TOSANDIEGO COUNTY
GENERAL PROFILE
PROPOSED SAN DIEGO AQUEDUCT
1957
5 5
+ +
si S
TOP OF CANAL UNING-,!
-""ff^yr
-OHOUND SURFACE
IE
LONGITUDINAL SECTION
T5"I0
REINFOnCEO
CONCRETE PIPE
^. \ ~N
PLAN
I ,1
MODIFIED CANAL SECTION
STA.521 + 98 TO STA.523 + 43
SECTION A-A
4
4
j i
A
, ■
1 _|
1 ir- .,
Li
\
/
'. -f ' ,.' - ''
_W1
C:
1 !- ^-
I
/
\
' ' K " ''
■-- i
4,
_^
•■-J^_
, „-H,'
— \Z
-0"
„..; .!
PLAN
SAND TRAP
.CENTER LINE OF CANAI
, -CENTER LINE OF CANAL
h
7~^-
TEMPORABY
.--TIMBER
SULKHEAO
»^rr
^--HEINFOOCED CONCRETE PIPE
SECTION B-B
PLAN
TYPICAL TURNOUT
FEATHER RIVER
SAN DIEGO AQUEDUCT
MISCELLANEOUS
CANAL STRUCTURES
''^
'"'W-7
PLATE 24
STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO SANDIEGO COUNTY
INDEX MAP TO PLAN AND PROFILE
SHEETS IT0I5 INCLUSIVE
1957
SCALE OP HILE9
METAL TRAP OOOBi
BACKFILL AS
DIRECTED
\ -r" *
V"
rr*-
'
6- GATE V
ALVE
■r
r-^
r^r
w -6*CAST IRON PIPE.
'^C' Extend as
' ~ti DIRECTED
I VEN-
SECTION A-A LONGITUDINAL SECTION
MANHOLE AND BLOWOFF
METAL TRAP OOOR
PRECAST CONCRETE COVER
:si
20' MANHOLE
8' GATE VALVE
H
LONGITUDINAL SECTION
SECTION B-B
MANHOLE AND AIR VALVE
TRANSVERSE SECTION
,,9'XI8* VENT
—
■
SECTION C-C
TURNOUT
GROUND SURFACE
-BACKFILL TO GROUND SURFACE .
-V
--\"fr
CONSOLIDATED i3i\
OR COMPACTED ytj—iX,
BACKFILL-- '' .***?•
^:e::^
-—IN ROCK.OVEREXCAVATE
9'AND REPLACE WITH
COMPACTED BACKFILL
TYPICAL SECTION OF
TRENCH AND PIPE LINE
REINFORCED CONCRETE
PIPE SAME I AS
AQUEDUCT PIPE
LONGITUDINAL SECTION
, STEEL GRATING
VENT
SECTION D-D
Q-Z86 C F S
B4"PIPE- I /
36' CUSHIONED
UNLOADING PRESSURE
CONTROL VALVES
,46* BALL VALVE
;bate valves-
24* SWING CHECK VALVE
LAKE MURRAY CONTROL STATION
PIPE AND VALVE ARRANGEMENT
CT FESTMEfi flivER
n SAN DIEGO AQUEDUCT
TYPICAL PIPE LINE STRUCTURES
AND TRENCH DETAILS
PLATE 24
■
1 i
,
;
: 1 1 : , 1 : ■
' 1
.ill'
. I : ; :
I . I '
1
1
1 • , ,
! 1 t^
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g
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s
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s
¥
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'4
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K
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3
i
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K
*
s
s
$
n
So s
t
1
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s
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iS
: , . Z
1
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t; 3e
. 1 z
r^ i"
K
1 ' 1 O'
a
1 ■ 1 'g
p
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1 ! ■ iS '
1 .
s
8
ff i^p;
! i i is i
II ■ r
^
1 |j» I . :
1 ■
i
5
i ^
' 1 ; 1 S, 1 ■
-iJ~— i
; ; S • ' ^
1 , i a - '
' ' ■ *
] . ■ ** ,
f^ -?
Si g
;K
i 1 iPi
?
3
c
r £3
j 1 iS
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: iS
1 iS .
5
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; ;*
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INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO S AN DIE GO COUNTY
AULD VALLEY DAM ON TUCALOTA CREEK
RESERVOIR STORAGE CAPACITY OF 38.000 ACRE — FEET
1957
PLATE 24
SHEET 2 OF 15
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DEPARTMENT OF WATER RESOURCES
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INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO SAN OIEGO COUNTY
GENERAL PROFILE
PROPOSED SAN DIEGO AQUEDUCT
1957
^ll^_
PLATE 24
DS OF FEET
HYDRAULIC PROPERTIES |
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SAN DIEGO AQUEDUCT
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Plate 24
SHEET 2 OF 15
PLATE 24
2425 2450
TATIONING IN HUNDREDS OF FEET
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SOUTMEWW CALIFOBNI* DiSTHICT
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SHEET 7 OF 15
950
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SHEET 9 OF 15
i
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/
PLATE 24
1000 sooo
DEPARTMENT OF WATEM RESOUfKES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER
SAN DIEGO AQUEDUCT
PLAN AND PROFILE
STA 3350+00 TO STA 3725+00
SHEET 10 OF 15
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PLATE 24
DEPARTMENT OF W*Tt<1 BESOUWES
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FEATHER RIVER
SAN DIEGO AQUEDUCT
PLAN AND PROFILE
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FEATHER RIVER
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HYDRAULIC PROPERTIES 1
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FEATHER RJVER
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PLAN AND PROFILE
STA 2600*00 TO STA 2975+00
SHEET 8 OF 15
/
PLATE 24
SHEET 13 OF 15
i
SHEET 9 OF 15
/
PLATE 24
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SHEET II OF 15
PLATE 25
AN VICENTE
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72,900 A.F
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AREA
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DEPARTMENT OF WATER RESOURCES
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FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO SANDIEGO COUNTY
SCHEMATIC DIAGRAM
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STA 4100+ 00 TO STA 4475+00
SHEET 12 OF 15
,N VICENTE
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PLATE 26
23,500 A.I:
^ SAN OIEGO
METROPOLITAN
AREA
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STATE OF CALIFORNIA
DEPARTMENT OF WATER RESOURCES
SOUTHERN CALIFORNIA DISTRICT
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO SANDIEGO COUNTY
SCHEMATIC DIAGRAM
OF
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4650 4675
STATIONING IN HUNDREDS OF FEET
TOPOOTWHY ftOAPTEO FROM USC S TJJ MINUTE OUAORANGLES
HOUSES SHOWN NEAR AQUEDUCT ALIGNMENT ONLY
HYDRAULIC PROPERTIES
DIA.
A
V n
r
S
84"
286
38 48
7 43 OIIS
175
00I5G9
7 8-
157
33.18
4 73 0115
1 625
000702
1
£ ° "''n'"' m
^S"
FEATHER RIVER
SAN DIEGO AQUEDUCT
PLAN AND PROFILE
STA 4475+00 TO STA 4850+00
^- -' rjmi — L
.'l^-
(nSSi
.*i*
IS
SHEET 13 OF 15
APPENDIX A
CORRESPONDENCE
HYDRAULIC PROPERTIES |
DIA
Q
A
V
n
r s
78"
157
3318
4 73
0115
1625 00070Z
76"
144
33je
4 34
0115
I6Z5 000590
E535EB
ZML
FEATHER RIVER
S4N DIEGO AQUEDUCT
PLAN AND PROFILE
ST4 4850+00 TO STA.5225+00
Jl.-^
HiSUuitJKB V
9n*^ f
SHEET 14 OF 15
iRAWrr ftOftPTEO FHou uses t>, minute ouiOflnHCLES
HrOfiAUUC PROPERTIES 1
DIA.
A
V
n
r
S
7B-
144
33 18
4 34
0115
1625
000590
78-
98
33 le
295
,0115
1.625
.000273
SOUTHeSH CflL.lFORHia QISTHICT
FEftTMER RIVER
SAN DIEGO AQUEDUCT
PLAN AND PROFILE
STA 5225*00 TO STA, 5522*00
•M.
iSmsB
IJBiSvfr
SHEET 15 OF 15
EXISTING
SAN DIEGO
AQUEDUCT
AGUA TIBIA
400 AF
PROPOSED W LINE
SAN DIEGO
AQUEDUCT
AULD VALLEY
RESERVOIR
\3B.000AF/
SOUTH OF LAKE HODGES
4.500 A F
SAN VICENTE
RESERVOIR
\23.000aFy
PORTION OF CAPACITY OF EXISTING RESERVOIR
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO S ANDIE GO COUNTY
SCHEMATIC DIAGRAM
OF
ESTIMATED ANNUAL WATER DELIVERIES
FROM
EXISTING SAN DIEGO AQUEDUCT AND
FROM PR0P0SED"W"LINE IN THE YEAR 1980
EXISTING
SAN DIEGO
AQUEDUCT
PR0P0SED"W"LINE
SAN DIEGO
AQUEDUCT
WOODSON
RESERVOIR
" "
ESCONOIDO METROPOLITAN AREA
25,500 A. F
oo.oooarZ-
^CAP
SAN VICENTE
RESERVOIR
\2 3.000A Fy
^\CAP , ^
DEL MAR
15,000 A F
PORTION OF CAPACITY OF EXISTING RESERVOIR
FEATHER RIVER PROJECT
INVESTIGATION OF ALTERNATIVE AQUEDUCT
ROUTES TO S ANDIE GO COUNTY
SCHEMATlT^DIAGRAM
OF
ESTIMATED ANNUAL WATER DELIVERIES
FROM
EXISTING SAN DIEGO AQUEDUCT AND
FROM PROPOSED "W"LINE IN THE YEAR 2000
(^
r^
COPY
January 3, 1957
Board of Directors
Metropolitaji Water District
of Southern California
306 West Third Street
Los Angeles, California
Board of Directors
San Diego County Water Authority
2750 Fourth Avenue
Sein Diego 3, California
Gentlemen:
Pursuant to the provisions of Item ivl9.5 of the Budget Act of
1956 of the California Legislature, this Department is conducting an
investigation of alternative Feather River Project aqueduct routes to
San Diego County. Work on this investigation is essentially completed
and preparation of a report thereon is now in progress . It is proposed
to submit the report to the Legislature on or about February 1, 1957.
Time being of the essence, certain conclusions of our investigation were
submitted at a meeting of the Engineering Advisory Committee on Feather
River Project Aqueduct Route Studies on December 19, 1956, contained in
a "Statement by State Department of Water Resources on Investigation of
Alternative Feather River Project Aqueduct Routes to San Diego Co\inty" .
A copy of the foregoing statement is attached hereto.
We intend to include in our report to the Legislature recommen-
dations as to the capacity euid alignment for an aqueduct to Saji Diego
Coimty which would not only convey Feather River Project water but also,
in the interim vintil such water is available, covild carry Colorado River
water.
The present legislative authorization of the Feather River
Project includes delivery of water via the so-called "High Line" route
as far south as Horsethief Canyon in San Diego Coijnty. If the State of
California is to participate in financing eind/or constructing an aque-
duct, as described in the enclosed statement, as a \m±t of the Feather
River Project, new legislation would be required reauthorizing the project
in accordance with the revised alignment.
We understand that the Metropolitan Water District of Southern
California emd the San Diego County Water Authority are preparing pleins
and are considering the financing and construction of the next aqueduct
A-1
Boards of Directors
Metropolitan Water District
of Southern California
San Diego County Water Authority
-2-
January 3, 1957
to San Diego County. We also are in receipt of Resolution No. 1355^2,
dated October 2, 1952, of the City Council of San Diego, which expresses
the desire for State participation in this project, and reauthorization
of the Feather River Project in. accordan.'^e with the findings of the
Department's current investigation.
In order for this Department to make proper recommendations to
the Legislatiire in our afore -mentioned report, we must be fully informed
as to the desires and plans of the Metropolitan Water District of Southern
California and the San Diego County Water Authority in this regard. It
would, therefore, be appreciated if you woiild advise us, in time for use
in our present report, of the intentions of your agencies with respect
to financing and construction of the next aqueduct to San Diego County.
Very truly yoxirs,
HARVEY 0. BANKS
Director of Water Resoxirces
By /s/ Max Bookman
Enc.
Max Bookman
District Eiigineer
cc: City Council
Citjr of San Diego
Dept. of Water Resources
Sacramento
A-2
COPY
January 2k, 1957
Mr. Harvey 0. Bauiks
Director of Water Resources
P. 0. Box 1079
Sacramento 5^ California
Dear Mr. Banks:
Your letter signed by Max Bookman, District Engineer,
and addressed jointly to the Board of Directors of this Dis-
trict and of the San Diego County Water Authority \mder date of
January 3^ 1957 > enquiring as to the respective intentions with
regard to the financing and construction of the next aqueduct to
serve the member-areas in San Diego County is hereby acknowl-
edged.
Following its consideration on January 22, 1957 j the
Board of Directors instructed me to inform you that it is the
intention of this District to b\iild an aqueduct to deliver addi-
tional water to the San Diego County Water Authority and that con-
struction on it will begin within the present year.
Previously, on January 8, 1957? your foregoing letter
was referred to Mr. Robert B. Diemer, General Manager and Chief
Engineer. His specific recommendations contemplate an aqueduct
capable of delivering to San Diego County l80,000 acre feet of
water a year, the first l6 miles from the point of diversion at
the Colorado River aqueduct to Axild Valley to be open canal hav-
ing a capacity of 500 cf s and the remainder to be a pipe line hav-
ing a capacity of 250 cfs.
Very truly yovirs,
BOARD OF DIRECTORS OF THE
METROPOLITAN WATER DISTRICT
OF SOUTHERN CALIFORNIA
B y /s/ Joseph Jensen
cc: SDCWA Joseph Jensen, Chairman
Mr. Max Bookman
A-3
SM DISGO COmTY WATER AUTHORITY
2750 FOURTH AVSNUE
SM DIEGO 3. CALIFORNIA
January 29, 1957
Mr. Max Boolanan
District Engineer
State Department of Water Reso\irces
P. 0. Box 15718
Los Angeles 15, California
Dear Mr. Bookrrian:
This letter is in reply to your telephone call of last week in regards
to your letter dated January 3, I956. No action was taken on this
letter by the Authority Board at its meeting on January 10, since
action of our Board wouJ-d depend on the action taken by the Metro-
politan Water District with respect to construction of the Second
Aqueduct .
You have received by now a copy of a letter from the Chairman of the
Metropolitsua Watei^ District giving resiilts of Metropolitan Water
District Board action on Jar).uary 22, in which the District agreed to
build the northern portion of the Aqueduct, with construction to be-
gin within the present year.
The Authority Board, at its meeting on November 9, adopted a statement
of policy relative to the construction of the Gecond Sail Diego Aqueduct,
in which it urged the immediate construction of the Aqueduct by Metro-
politan Water District; and support for a bond issue within the
Authority area to finance the Authority's section of the Aqueduct. A
copy of this statement is enclosed.
It appears that this might be the answer to your letter, now that
Metropolitan has definitely decided to go ahead with its portion of
the Aqueduct.
Also bearing on this matter, is action taken by the Authority Board
at its January 15 meeting, which authorised and directed me to pro-
ceed with the preparation of engineering plans and specifications for
the Second Aqueduct along the westerly route, as set forth in the
State's alternate aqueduct route study, subject to such modifications
as may be desirable in the light of further engineering studies.
I hope this will give you the information requested in your letter
of Jantiary 3-
Very truly yours,
/s/ Richard 3. Holmgren
Richard S. Holmgren
Enclosure General Manager & Chief Engineer
A'k
COPY
STATEMENT OF POLICY OF THE BOARD OF DIRECTORS
OF THE SAN DIEGO COUNTY WATER AUTHORITY RELA-
TIVE TO THE CONSTEJCTION OF A SECOND SAN DIEGO
AQUEDUCT AND IN SUPPORT OF THE FEATHER RIVER
PRO.JECT AND CALIFORNIA WATER PLAN.
1. In order that San Diego County's immediate water needs can
be supplied at the earliest possible date, responsible of-
ficials of all agencies distributing public water supplies
are urged to join with the Board of Directors of the San
Diego Coiinty Water Authority,
(a) in securing the immediate construction of an
aqueduct by The Metropolitan Water District of
Southern California from a connection with its
Colorado River Aqueduct to its point of delivery
in San Diego Coxonty, and
(b) in supporting a bond issue within the Water
Authority to finance the extension of such an
aqueduct southerly through the Authority's ser-
vice area.
In order that additional water supplies shall be made con-
tinuously available when the Colorado River supplies are put
to fxill use, such agencies are virged to continue their all=
out support of the State's Feather River Project and other
featvires of the California Water Plan.
(Adopted by the Board of Directors of the San Diego Covinty Water
Authority at its regular meeting on November 8, 1956. )
A-5
APPEJfDIX B
DESCRIPTION OF FACILITIES OF THE PROPOSED SAN 1
DIEGO AQUEDUCT SELECTED FOR INITIAL CONSTRUCTION /
i
Description of Facilities of the Proposed San
Diego Aqueduct Selected for InitieUL Construction
There is presented following a description of the canal, pipe line,
and storage facilities recommended for construction as the initieul stage of the
proposed San Diego Aqueduct, The facilities selected for initisQ. construction
include 29.5 miles of caneil section with capacity varying from 1,000 to 88U
second- feet, and Jk.^ miles of pipe line constructed on the "W" line with a
capacity varying from U32 second-feet to 98 second-feet, and Auld Valley Reser-
voir with a gross storage capacity of 38,000 acre-feet. Typical designs of
facilities appurtenant to the proposed aqueduct are shown on Plates 11 through
21 and the plans and profiles of the recommended line are shown on Plate 2U in
15 sheets. The layouts and designs shown on the foregoing plates and described
in detail following were the basis for a detailed estimate of capital cost for
the proposed aqueduct enclosed as Appendix D of this report.
The canal section of the proposed aqueduct was designed with a con-
veyance capacity of 1,000 second-feet for the reach from the west portal of
San Jacinto Tunnel to a point on the north slope of Avild Valley in Section 2,
T. 7 So, R. 2 W., S.B.B.&Mo, a distance of 23 miles.
At this point the canaJ. would discheirge into Auld VsLLley Reservoir,
\rtiich wovild be formed by construction of an earthfill dam, approximately 100
feet high and 3>^00 feet in length, across the valley at this point. This
reservoir would have a gross storage capacity of about 38,000 acre-feet aaad
would provide regulatory storeige, made necessary by fluctuating withdrawals of
water from the 1,000 second-foot canal to the north, as well as providing regu-
latory and emergency storage for areas to the south. The reservoir would have
an active storage capacity of about 36,000 acre-feet if water surface eleva-
tions were fluctuated between the elevation limits of 1,U85 feet, the normal
water surface in the canal where it enters the reservoir, and 1,U24 feet, the
minimum water surface in the canal at the end of the reservoir outlet.
B-1
The outlet works of the dam would be located on the south side of the
valley and -woiHd discharge into a caaeJ. section designed for a cajjacity of 884
second-feet. A bypass siphon woiild also be constructed across the valley imme-
diately downstream from the dam to permit passage of water directly from the
1,000 second-foot canal to the &&k second-foot canal without entering the reser-
voir. This bypass siphon would have a capacity of kk2 second-feet, one half the
design capacity of the canal to the south.
From the outlet of Auld Valley Reservoir, the water woxild continue
southerly in a series of canal sections a'ad siphons, a distance of approxi-
mately 6.5 miles, to a point on the north rim of Long Canyon, which would be
the end of the last canal section. From this point on, the water would be
carried to the south in a pipe line laid along the "W" line some 7^.5 miles in
length, teiminating at the Minaewawa reservoir site.
From the end of the canal section to its terminus at the Minnewawa
reservoir site, the capacity of the aqueduct would be decreased successively as
it passed points of turnout. Capacity at the north end would be U32 second-
feet and at the south end, 98 seco:ad-f eet . The capacity for each reach of pipe
line would be one-half of that required to convey the quantities of water esti-
mated to be needed in the service area in the year 2000.
Canal Headvorks and Metering Sta ructures
The headworks of the canal section of the proposed aqueduct would
consist of a short tunnel intersecting the San Jacinto Tunnel, a flume leading
therefrom to a metering structure, and a siphon terminating in the open canal.
Following is a description of these works as designed and used for the cost
estimate. A preliminary design of these facilities is shown on Plate 13.
B-2
Tunnel . Connection to the Colorado River Aqueduct wovild be made by
tunneling frcan a point about 50 feet east of the west portal of the Saa Jacinto
Tunnel and intersecting that tunnel about 50 feet upstream from the portal.
This connection wotild be made on the southerly side of the existing tunnel.
Since it is desirable to bring the water out with a free water surface, a
tvinnel section of the same cross section as the existing tunnel woxild be used.
During construction of this connection, a partial flow in the existing aqueduct
covild be maintained by temporarily installing a length of 8U=inch diameter
steel pipe in the north heilf of the l6=foot diameter section of the existing
t\innel bypassing the construction area. Biilkheads would be constructed across
the tunnel at each end of this pipe. This pipe coxild carry VOO second^feet,
the capacity of two of the Colorado River Aqueduct pumping units. It would be
necessary to shut down the aqueduct to install and remove the pipe and bulk=
heads. The pipe, ■vrtiich would be approximately 36 feet long, would be brought
into the ttonnel in four 9-toot long sections thro\agh the top of the existing
portal structure but could be removed in one piece through the new tunnel
section.
Flume . Immediately downstream from the headwall of the short tuimel
section, a 20-foot long transition to am open flvmie would be constructed. The
first 36 feet of this flume section would be a gate section in which would be
installed a 13-.foot by 15=foot radial gate. This gate would be equipped with
motor operated hoist and would be used to regiilate the flow into the proposed
San Diego Aqueduct.
Since proximity to the existing aqueduct in this area wovild not per=
mit use of a canal section, the flume would be extended an additional 292 feet
to Station U+00 where it wovild join a siphon under Soboda Road and the San
Jacinto River. The flume section wo\ild consist of a 15''inch thick bottom slab,
k
B<=3
13 feet wide, and 12-lnGh thick walls extending to a height of l6 feet ab'sve
the floor. At the top of the 12-inch walls would be l8=-iach "by 12-iaeh loiagi=
tudinal beams. The 12-inch walls were dasigaed to transmit the earth loads to
the floor slab and to the longitiidJ.naJ. Tbeams. The longitudinal beams were
designed to take the reaction from the vertical wall and transmit it to 12=i3ach
by 12"inch cross struts located at 25 -foot intervals along the flitme. An 8-inch
cantilever wall would extend vertically above the cross struts to the ground
surface. The walls were designed to withstand earth loads of 30 pounds per
cubic feet equivalent fluid pressure. The hydrostatic pressure within the
fl\ane would be resisted by the backfill of the flume walls which wo^old be ccan-
pacted to an elevation two feet above the normal water surface and down on 1;1
slopes on each side.
The bottoms of the cross stints would be 15 feet above the floor slab
and would provide a freeboard of 2 feet over the maximum water surface. Two-
inch diameter standard pipe sections woiild be installed through the flume walls
near the base of the wall and at heights of 3 smd 10 feet at approximately
5-foot intervals to act as weep holes. Graded gravel drains would be con-
structed on the outside of the wall .loliaing the weep holes ^ and the floor slab
would rest on a 12 -inch gravel blanket. A 6-?.nch sewer pipe., longitudinal drain
under the center of the floor slab would tiischarge through a flap valve into the
flume section ^en ground water pressure exceeded hydrostatic pressure within
the flume. A six-foot chain link fea^^e woul.d be erected on each flume wall.
Siphon. At Station 4+00, the flume section would be transitioned to
a 13-foot inside diameter monolithic concrete pipe siphon idiich would pass under
Soboda Road, through a metering stractisre and continue njoader the San Jacinto
River terminating with a transition to a cama.! section at Station 17+50. The
siphon would be extended approximately 350 feet beyond the levee on the south
B-4
I
I
bank of the river to allow passage between the levee and the siphon headwall of
any flood flows which might overtop the levee. The embankment around the siphon
headwall and the left bank of the canal from the siphon headwall to State High=>
way 79 would be protected by riprap from possible flood waters. Further study
of flood flows to be expected in the San Jacinto River may justify extending
the siphon sin additional 1,100 feet across State Highway 79,
Metering Station . Between Stations k-^&O and 6+72 of the foregoing
siphon, a metering station wovild be constructed. The "water would be measured
by a combination of three venturi tubes in peirsLLlel. Two of these tubes would
be 120 inches by 60 inches and the third tube would be 60 inches by 30 inches.
The 120=inch by 60-inch ventxiri tubes each were designed to measure flows from
125 second=feet to 500 second=feet. The 60=inch by 30= inch venturi tube was
designed to measure flows between 125 second-feet and 30 second-feet. Each
venturi tube would be equipped with a cone type valve at the throat. These
valves were designed to be used only as shutoff valves to enable the operator
to select the meter or combination of meters required. The veLLves wo\ild be
placed at the throat of the tubes so that they would have minimum sizes. Cone
valves of the type which provide a full opening of the same size as the venturi
throat, to reduce head losses at the design capacity to a minimum, would be
utilized.
In operation, only the 60-inch by 30=inch tube would be used when the
quantity of water to be dispatched down the canal wotild be less than 125 second-
feet. When this quantity would be between 125 second-feet and 500 second-feet,
a single 120-inch by 60-inch tube would be selected. When the quantity would
be in excess of 500 second-feet, both 120-inch tubes would be used. Flows up
to 1,125 second-feet could be measured with all three tubes in operation. At
the design flow of 1,000 second-feet, the differential pressure for each tube
B-5
would be approximately 113 inches of water and a head loss of 11 per cent of
this or 1.04 feet was assxaned.
The grade line of the siphon was depressed at the meter location to
place the top of the tube below the invert of the canal at the downstream end
of the siphon. This would insure a full venturi tube at all flows.
The venturi meters would be housed in a vault of reinforced concrete
construction. Structural design of the vault is similar to that for the flimie
section, with the vertical walls of l6-inch thickness transmitting the earth
pressure load to the footings and to horizontal beams cast integrally with the
walls at a height of 22 feet above the floor. Sixteen-inch square cross struts
would taJse the reactions from the beams and footii^gs, and would be supported by
l6-inch square columns at the intersections, A caaatilever wall would extend on
up to the ground surface and a parapet wall would be provided to prevent
entrance of flood waters from the San Jacinto River. An 8-inch thick floor
slab would be placed between the wall and column footings and the bottom cross
struts. A sump woxild be placed below the floor level and a sump pump provided.
Canal Section to Auld Valley Reservoir
As stated, the aqueduct would continue, from the headworks and meter-
ing structure, in canal section southward to Auld Valley Reservoir, involving
siphon crossings of major drainage channels, timber emd concrete bridges for
road and highway crossings, overhead crossings for minor drainage and irrigation
pipe crossings, and turnouts and checks to provide for water deliveries to
areas along the alignment.
Canal Grade and Section . At the end of the siphon under the San
Jacinto River, the aqueduct would enter an open concrete-lined canal section.
Total head loss through the diversion and meterixxg structure was calculated to
B-6
be approximately 2.k3 feet. Adding 10 per cent to this for safety factor and
an additional O.5 foot to eClow for possible future encroachmeLit on the canal
freeboard to convey flows greater than the presently considered design capacity
results in a totsil difference of 3 -SO feet between the normal water surface
I
elevation of 150U.7^ feet at the tunnel poirbal and the normal water surface of
1501. 5*<- feet at the beginning of the csjnal section.
Two special conditions in addition to the usual considerations were
given consideration in setting the cstnal grade between its point of begimiing
and Auld Valley Reservoir. The first and controlling factor was the proposed
spillway elevation for the reservoir. To develop the site properly and provide
regialatory and emergency storage of 36,000 acre-feet, the spillway elevation
was set at approximately 1,^5 feet. The foregoing ass^jmption resulted in a
difference of iS.^k feet between the normal water surface elevation at the
I
beginning of the canal and the adopted spillway elevation, with a distance
along the canal center line of approximately 118,000 feet. A grade of .0001
was adopted for the canal; and, additional head losses through six siphons,
computed as previously described under "Preliminary Design Criteria", resulted
in a water surface elevation of IU85.85 feet at the point of entrance into Auld
Valley Reservoir.
Another special condition affecting the canal grade is the deep rock
cut through ^ich the canal must pass between Station 910+C'O and Station 9^?+00.
The steeper the canal grade the greater would be tlie cost of cutting through
this hill.
If the plan to build the Auld Valley Reservoir is for any reason
abandoned, the design grade of the canal should be re-examined. An evalT»tion
of all factors involved, including the deep cut mentioned above, the size of
the canal section at different slopes, the length of the canal at different
I
B-7
slopes aid consideration of head loss in decreasiiig pipe sizes in siphons might
result in a some'sAiat steeper slope.
The base width of the canal cross section was set at 12 feet, \*tich
width is considered to be vide enough for efficient use of most excavating
eqvilpnient. This base width, with a slope of .0001 and. 1.5:1 side slopes
results in a water depth of 10.49 feet for the 1,000 second-foot canal. One
and one-half feet of lining were provided for freeboard to give a lining height
of 12 feet. This res?jlts in a ratio of -water depth to base width consistent
with general practice in constr:icting canals of this size. A relatively high
ratio of water depth to base width is desirable since considerable portions of
the canal would be located on moderately steep side slopes.
Alijgaaent_ and Cross^ Drainage . Based on estimated costs of canal
excavation and of compaction of embailiments, the most econosiical depth foi- the
ca-aol section was determined to be one for which the water surface would be
approximately one foot above the original ground surface at the canal center
line. la general, the canal center line was located to approximate this condi-
tion. However, other factors influenced the selection of silignmeat, such as
the buildings and property lines encountered and cross drsiinage problems. The
area traversed by the cyaal between Station 17+50 and Station 600+00 has very
little cross slope and few defined drainage channels except the drainage
ditches which parallel most of the roads. Since no drainage would be taken
into the caaal and the flat cross slope precluded the use of cxilverts under the
canal, the cansal woi0.d be located with the water surface below the ground level
at most of such drainage crossings to perjjiit the use of overchutes without
appreciable ponding on the uphill side of the canal, particularly at the road
crossings .
B-6
Between Station 600+00 aad Station 850+OO, the cajial would be located
J on fedrly smooth ground with moderate cross slopes and quite well defined
dralrage channels, near the base of steep hills. The canal would be located
generally to obtain the most economical depth as described, swinging into the
grovind at dr8d.nage crossings to facilitate construction of overchutes for cross
drainage . A siphon wo\ild be provided across Domenigoni Valley at Statiom
773+00 because of the large flood flows from the tributary dr6d.nage etrea.
Between Station 85O+OO and the inlet to the Auld VeLLley Reservoir at
Station 1202+00, the canal wo\ald be located generally on foothills lyiag at the
base of steep movintainous terrain. Cross slopes would be moderately steep 6uid
drainage channels well defined. The topography in this area is too irregular
to eLLlow close following of the contour with the canal without using curves of
shorter radius them 200 feet, the minimum cxirvature assumed in this investiga-
tion, and without appreciably increasing the canal length. Therefore, in this
area, the canal would consist largely of a series of heavy cut sections between
■vrtiich wovild be sections of heavy fill. In some cases the entire canal prism
would be in comi>acted embanlment for short distances. Where drainage from
large areas would cross the canal near Station 96O+OO and Station IO7O+OO,
siphons would be constructed to carry the canal flows under the drainage
channels. Smaller quantities of cross drainage woiild be taken over the canal
with overchutes or under the canal with culverts. Where the drainage channels
would be crossed with the canal largely in fill, culverts were \zsed. Where the
canal wo\ild be largely in cut, drainage crossing overchutes were used. At some
overchute locations, the drainage channels on the upstream side of the sanal
would be filled up with earth to the invert elevation of the overchute inlets
to eliminate ponding. Small drainage channels for which overchutes or culverts
were not provided would be diverted to adjacent channels by means of drainage
ditches constructed at the toe of the uphill caneJ. embamlment .
B-9
Canal Underd rains . Underdxains for the concrete-lined canal wo^ild be
provided in areas of high groiuad •water, or where high groimd •water •would result
from developaent of irrigated agricxilt'ore . Two soiirces of information on
depths of gro^und water are a-vailable: (l) a series of test holes drilled by
the Metropolitan Water District in December, 1956, approximately on the aqueduct
alignment, between the San Jacinto tnjnael portal euad approximately Station
^20+001 and (2) logs of the test holes drilled by the U. S. Bureau of Reclama-
tion in 19^6, prior to construction of the existing San Diego Aqueduct. These
latter holes were drilled along the alignment of the existing San. Diego Aque-
duct and the logs of the holes, together ■with other notes on undergroimd condi-
tions experienced in construction of the first barrel of that aqued'act, are
shown on the profile drawings in specifications for construction of the second
barrel .
The holes drilled by the Metropolitem Water District indicate ground
\)fater at depths of approximately 11 to l6 feet in the area between the San
Jacinto Tunnel and the San Jacinto Reservoir. Although this would be consider-
ably below the bottom grade of the canal, it is probable that the ground water
will rise considerably in this area -with increased irrigation and during years
of heavy precipitation. Therefore, underdrains would be provided from the begin-
ning of the caxial section at Station 17-+-50 to Station 17 0+00.
None of the test holes indicate the danger of high ground -water in
the upper end of the Sein Jacinto Valley -which would be traversed by the canal
between Station 17O+OO and Station 6OO+OO. Test holes in this surea to depths
of approxinately 25 feet encountered no -water.
In the Domenigoni Valley, ground water was encountered at a depth of
approximately 10 feet along the alignment of the existing aqueduct. The pro-
posed canal would cross this valley approximately 7;i0C'O feet upstream fr«:m the
B-10
existing alignment, and it was assumed that high ground water would be
enco\uitered there. Therefore, canal tanderdrains were provided between Station
760+00 and Station 830+OO.
The canal underdrains would be constructed by overexcavating the
entire canal prism to a depth of four inches 6uad backfilling to the carnal sub-=
grade with selected gravel to form a continuous gravel blanket as a foondatiom
for the concrete cemed. lining. In the bottom of the canal lining, flap valve
weeps would be placed in two rows near the bottom of the canal slopes » The
flap valve weeps would consist of short lengths of l=l/2=inch pipe throiugh the
cajial lining o The upper end of these pipes would be fitted with canpaMon
flanges > recessed into the concrete lining one-half inch. A rubber flap would
be attached to the flainge smd would allow water to enter the canal •^rtien the
pressxire under the lining exceeded the pressure due to water depth in the canal.
Turnouts and Checks. Three turnouts would be included in this reach
of the canal. They wotild be designed to supply the requirements of the eireas
designated as Winchester South and Murrieta. The turnout at Station 4l6+00
would supply approximately one~third of the needs of the Winchester South area
and the turnout at Station 68O+OO wovild supply the remaining two=thirds. The
turnout at Station 991+00 would supply approximately one=fourth of the require^
ments of the Murrieta area. The remaining three=fourths of the requirement for
this area wo\ild be supplied from the canal reach below Auld Valley Reservoir.
The turnouts would consist of concrete pipe leading from the cajml through the
embankment. A slide gate would be provided at a headwall in the caxiLal bajak.
The tiimouts were designed to discharge the required flow of water from the
canal with a six=foot depth of water in the canal. The turnout structures are
described in the section of the foregoing report entitled "Preliminary Design
Criteria", and a typlceil design is shown on Plate 19 •
B=ll
In order to ensure a minimum water depth at the ttimouts of six feet
under all flow conditions, check structxires would he located in the canal at
plajiaed intervals. The checks are so located that a water depth of six feet
would be maintained at any point in the canal between the end of the siphon at
Station 162+98 and the reservoir inlet at Station 1202+00 by checking the water
to the normal depth of 10.i<-9 feet at the check structures. The checks would be
spaced to provide the required water depths at all points rather than at the
specified points of turnout since it is probable that additional turnouts at
intermediate points may be installed in the future. It is assumed that no turn-
outs would be required between San Jacinto Tunnel and the siphon under the
existing aqueduct at Station 156+IO, making a check in this reach Tamecessary.
The radial gate which would be installed in the flume section at the
inlet to Auld Valley Reservoir near Station 1202+00 would serve as a check.
This gate will control the water surface back to Station 956+OO where the next
previous check structure would be installed to control the water surface back to
Station 553+00. A second check structure at this point would control the water
surface for the remaining reach upstream to about Station 156+IO. A typical
check structure is shown on Plate 17.
Bridges . In this reach the canal would cross two state highways and
thirteen county roads. Two methods of road crossing are considered, either
carrying the canal under the roadway in e ctilvert or inverted siphon or carry-
ing the roadway over the canaQ. on a bridge. Because of the desirability of
holding head losses in this reach to a rainim\jm, bridges were provided wherever
possible. Bridges were provided at all but one road crossing in this reach.
In general the decks of bridges crossing the caneil would be above the
grades of the roadways crossed and ramps leading to the bridges would be
required. As previously mentioned, most roads crossing the first 11 miles of
B-12
I
the ceuasQ. are peor'eLLleled by drainage ditches and the csuaal center line was
swung into the cross slope far enough to permit taking this drainage across the
c£inal in overchutes. This procedure also decreased the height emd lengths of
approach ramps reqtiiredo
The county road crossing the cemal alignment at Station 83+35 is
paralleled by two ditches approximately three feet deep with the flow line
being below the normal water svirface in the canal. Since it would be imprac-
tical to change the location of the canal center line at this point, a siphon
under the road and drainage ditches was used at this crossing.
Concrete bridges i<-0 feet in width were provided at the two state
highway crossings. Concrete bridges 26 feet in width were provided at 8 of the
county road crossings and timber bridges 26 feet in width at h crossings of
secondary county roads. Timber bridges l6 feet in width were provided at all
crossings of private roads and at intermediate points within properties which
would be severed by the canal right of way. A total of 22 timber farm emd
private road bridges were included in this reach of the canal. The locations
P
of these bridge structures are shown on the plan and profile on Plate 24,
Typical designs of the bridge structiares are shown on Plates ik- and 15 aad are
described in the section of the report entitled "Preliminary Design Criteria".
I Santa Fe Railroad Crossing . The canal alignment crosses a branch
line of the Santa Fe Railroad at Station 508+8O. The crossing would be made by
constructing a box type siphon vmder the tracks with a length of 121 feet
between headwalls. Traffic during construction would be handled by construction
of a short shoofly or by constructing a temporary failsework to support the
tracks in their present position during construction. The siphon wovild have a
design similar to the typiceil siphon design shown on Plate 12 and previously
described in the section of the report entitled "Preliminary Design Criteria".
B-13
Aqueduct Crossing s. The e:r,isting Saa Diago Aqueduct is crossed by
the canal aligoment at two places. The first crossing would be at Station
160+00 near San Jacinto Reservoir. A bo:£ type siphon 6OO feet long;, similar to
the typical design shown on Plate 12 and described previotisly in the section of
the report entitled "Preliminary Design Criteria", would be provided at this
location to carry the canal flow under the two existing 73-inch diameter pipes
and also under a drainage channel which crosses the canal alignment at this
point. The existing pipes woxild be supported by falsework during construction
of the siphon o
At the second crossing near Station 522+50, the two existing 73-inch
diameter pipes are at different elevations. The invert of the lower pipe is
approximately 22 feet below grox^nd surface and the top of the upper pipe is
approximately 9 feet below ground or 2.5 feet above the normal invert grade of
the canal at this point. To avoid the cost of a siphon under these pipes and
the loss of head which would result, a modified canal section carrying the
water over both pipes was provided. Details of this section are shown on
Plate 19. The modified canal section would consist of a reach of canal 55 t^et
long with a normal water depth of 7. 05 feet and bottom width of 33.62 feet.
This section would have the same slope and nearly the same velocity as wovild
the normal canal section at the design caiDacity. This section would be con-
nected to the normal cansil section up and downstream by transition sections 50
feet long for the inlet and kQ feet long for the outlet. These transitions
were proportioned to maintain a near constant velocity and slope of water
surface throughout. Although the tlieoi*etical loss of head due to the minute
velocity changes is negligible, a loss of 0.10 foot was allowed in the design.
The subgrade of the canal lining would be approximately 7 inches
above the top of the existing 73-i-^ch concrete pipe. To strengthen the exist-
ing pipe against the increased external loading imposed by the canaJ,. structure,
B-lU
a concrete encasement of the existing pipe up to a level 2 feet above the
spring line would be provided. Compacted backfill would be placed in the
remainder of the space between pipe and canal lining. In order to drain water
which would pond in the caiial upstream from this raise in the caneQ, subgrade,
sua l8-inch concrete pipe drain would be installed, beginning at a sump at the
upstream end of the inlet transition and leading to a sump at the downstream
end of the outlet transition. This drain would pass under the existing 73<=ijach
pipe, and would have a length of about l45 feet.
Irrigation Crossings . The reach of the canal between Station 17+50
and Station 700+00 would traverse an area >rtiich is at present paxtly under
irrigation and the canaJ. alignment would intersect many existing irrigation
pipe lines and ditches. The scope and purpose of this design does not permit
a detailed analysis of each individxml problem thus created. Instead a typical
irrigation crossing, as shown on Plate l6, consisting of an 18-inch diameter
welded steel pipe carried over the canal was assimied at all crossings. Irriga=
tion crossings were provided at 11 locations ■irtiere open irrigation or drainage
ditches cross the canal or where the existence of underground pipe lines were
evident. An additionsQ. 20 crossings were included in the cost estimate to
provide for pipe line crossings not located and for additional drainage cross-
iiigs 6uid alterations i^ich would be required due to severance of the irrigated
fields.
Classification of Materials to be Excavated . A field recomiaissance
of the csmal alignment was made by geologists to determine the character of
materials to be excavated. It was fo\ind that the csuml prism would be exca=
vated in materials ranging from loose alluvial fill, that could be excavated
easily with scrapers, to extremely hard ajid massive granite, ^ich would require
drilling and blasting. In estimating the quantities of common and rock
B»15
excavation, materials were categorised generally into foxir groups. These
groups included: unconsolidated and parbially consolidated alluYium which
coiild generally he excavated with scrapers.; consolidated alluvium and seamy to
massive metamorphic rock which covild be broken up with a ripper but might
require some drilling and blasting; hard granite rock for the entire section,
which would require drilling and blasting^ and hard granite rock for part of
the section with softer icaterial overlying. The unit prices assumed for exca-
vation in these fovr classes of materials are included in Appendix C.
From the beginning of the caaal to approximately Station 610+00, the
canal prism would be excavated entirely in alluvial material consisting of
moderately consolidated silts and sands except for a possible localized high
point in bedrock in the vicinity of Station 350+00.
From Station 61O+OO to Station 67O+OO, the canal prism would be exca-
vated largely in alluvium with possibly some metamorphic bedrock in the lower
portion.
From Station 67O+OO to Station 720+00, it is estimated that the lower
80 per cent of the canal prism would lie in hard granite having very few joints
and fractures. The remaining 20 per cent of the excavation woiild be easy going
in the overlying alluvium.
From Station 720+00 to Station 83O+OO, the canal prism would be exca-
vated in the alluvial deposits of Bomenigotti Valley with possible localized
granitic bedrock highs extending into the bottom of the canal near the edges of
the valley.
From Station 85O+OO to Station 950+00, the excavation for the cansJ.
would be almost entirely in hard graaite having little jointing or fracturing.
Center line cuts up to approximately ^5 feet would be encountered in this por-
tion of the canal and drilling and blastijig would be necessary.
B-16
From Station 950+00 to Station 975+00, the canal prism wo\ild lie in
the alluvivan of French Valley.
From Station 975-^00 to Station IO65+OO, the canal prism would lie
Istrgely in metamorphic rock. This rock is hard, moderately to strongly
fractured and parts well along "bedding planes. Alluvium overburden woiild vary
from 10 to 50 per cent of the excavation sLLong this reach.
From Station IO65+OO to Station 1095+00, the canal prism would lie
approximately 60 per cent in hard granite and i+O per cent in alluvium.
From Station 1095+00 to Station 1135+00, it is estimated that the
lower 80 per cent of the canal prism wotild be excavated in metamojrphic rock
with alluvium overburden comprising the other 20 per cent.
From Station 1135+00 to the inlet to Auld Valley Reservoir at Station
1202+00, the excavation will be practically all in hard, moderately to strongly
fractured metamorphic rock.
Where the canal prism wovild be excavated in granite or metamorphic
rock, special preparation of the subgrade woiild be required. It was assumed
that the rock woiild be overexcavated to a minimum depth of three inches below
the subgrade of the lining. The space between the lining and the rock excava-
tion line wo\ild be filled with a cushion of selected material or crusher run
base. In estimating the quantities of foundation preparation for concrete
lining, it was assimied that wherever appreciable rock was indicated in the sec-
tion, the entire section would require this type of preparation.
Inlet to Avild Valley Reservoir . At Station 1202+00, the caneQ would
enter a transition to a flume section. This rectangular flvmie section would
have a width of 20 feet and a normal water depth of 10, U9 feet. The flume
would cxirve to the left and parallel the spillway of A\ild Valley Dam for a dis-
tance of approximately 300 feet with a common center wall. Opposite the ogee
B-17
section of the spillway, the elevation of the top of the flxune walls would be
1,500 feet, the elevation of the cic'est of the dam. At this poiat, a 20-foot
wide by 25-foot high radial gate would be installed. This gate would be
designed to resist hydrostatic pressure from either side. The gate would be
used to control the water surface elevation upstream in the canal, as
previously discussed, during normal operation. In the event of heavy natural
inflow to Auld Valley Reservoir cau,sing the water surface therein to rise above
the spillway lip elevation emd the aormsuL water surface elevation of the canal,
which would be essentially identical, the gate would be closed to prevent back-
flow of flood water into the canal. The gate would be operated automatically.
The common wall between the flume section and the spillway would have aa eleva-
tion 6 inches aboira the normal water surface in the flume instead of I8 inches
of freeboard between normal water surface and top of lining ^ich is maintained
throughout the canal. This wall would then act as an overflow wasteway for the
cemal flow -^en the radisil gate is closed. The length of this lowered section
of the wall is sisfficient to allow a discharge of 1,000 second^feet without
causing overtopping of the canal lining upstream.
The flxuae would be extended 6OO feet beyond the spillway lip into the
reservoir area where a drop structure would deliver the water into axx unlined
chsumel running down the hillside into the reservoir. At high reservoir stage,
the channel and flume in the resei^oir area beyond the radial gate section
would be invindated. A layout of the flume section and of the dam and spillway
at Auld Valley axe shown on Plate 21.
Auld Valley Dam and Reservoir
Auld Valley Dam and Reservoir, with a gross storage capacity of
38,000 acre-feet, would be operated to regulate flow from the 1,000 second-foot
canal section leading thereto and in the section of the aqueduct south of the
B-18
reservoir above Rainbow Pass. These flows would fluctxiate throughout the year
because of withdrawals of irrigation water from the aqueduct on a peaking
basis. The reser\roir would also provide emergency storage in case of shutdowns
on the Colorado River Aqueduct or on the 1,000 second-foot canal section. A
detailed description of the dam and reservoir is included in Appendix E, and a
layout of the facilities is shown on Plate 21.
Water would be withdrawn from the reservoir thro\igh a vertical outlet
tower located near the south abutment. This tower would permit selection of
I
the level from which the water is to be withdrawn. The water would be led
xinder the south abutment of the dam in a 102-inch diameter outlet pipe. At the
downstream end of this pipe, the flow would be controlled by two 72-ineh,
hollow jet valves and measixred by two venturi meters. The hollow jet vsLlves
would discharge into a stilling basin from which the second section of canal of
the proposed San Diego Aqueduct would continue.
Reservoir Bypass Siphon . In order to make it possible to conduct
water from the 1,000 second-foot canal section north of Auld Valley directly
into the section of csmal south of Auld Valley, a bypass siphon would be con-
structed across Auld Valley. The siphon woiJld consist of 66-inch, inside
diameter, concrete pipe, 4,350 feet in length, and would have a conveyance capa-
city of kk2 second-feet. The siphon would take off from a point near the
beginning of the fltmie leading into Auld Valley Reservoir, cross Auld Valley
immediately downstream from the dam and discharge into the stilling basin at
the end of the outlet works previously described. The pipe woxild pass imder
the paved section of the reservoir spillway to minimize the danger of the pipe
being washed out by spillway discharge. Flow throtigh the bypass siphon would
be controlled by a slide gate at the inlet end. At the outlet end, stop plank
guides would be provided so that the siphon could be dewatered with the canal
B-19
in operation. A 'blowoff would be included at the low point in the siphon and
a standpipe vent ik inches in diameter would be provided iinmediatelji' downstream
from the inlet gate. It will be noted that the aqueduct stationing was con-
tinued suLong the bypass siphon on Plate 2k.
Canal Section from Auld Valley Reservoir to Beginning of Pipe Line
The canal section of the proposed San Diego Aqueduct woixLd continue
from Auld Valley Reservoir outlet works southward from Station 12^5+50 to
Station 1586+75 where the pipe section wovild begin. The canal in this reach
would have a conveyance capacity of 884 second-feet.
Cajgal Gra de and Section. Selection of the grade and section of the
canal leading southward from the Auld Valley Resen^oir outlet works was greatly
influenced by two considerations: the desirability of minimizing the dead
storage in the reservoir, and the topography of the area thro'ogh which the canal
would pass. A nomal water surface el-svation of about 1,427 feet at the point
where the canal section would leave the stilling basin we.s selected. Under
minimum flow conditions in the canal, the check at Station l4Ul+10, hereinafter
described, would maintain a minimum water svjrface elevation in the canal at the
foregoing point of departure from the stilling basin of about 1,42*+ feet. As
indicated in Table E-1 of Appendix E, storage in Auld Valley Reservoir btlow
this latter elevation woiild be about 2,000 acre-feet. Since the gross storage
capacity of the reservoir indicated by the table would be about 38^000 acre-
feet, the active storage in the reser/oir wouJ-d be about 36,000 acre-feet.
The alignneat and gradient from the foregoing assumed point of begin-
ning were fitted to the topography encountered. The canal was generally
directed toward Rainbow Pass through which, as previously discussed, the
aqueduct should pass. A study of the maps and field reconnaissance dictated
B-20
termination of the canal in the viciaity of Station 1586+75 > because the grovind
elevations beyond this point in the direction of Rainbow Pass fall away rapidly
eind remain relatively low all the way to the approach to Rainbow Pass. The
grovind line shown on the foregoing plate demonstrates this condition clearly.
From the point selected as the end of the canal section noirthward to
about Station 1^50+00, topography along the general route consists of a series
of flat topped ridges having approximate elevations of about l,it-20 feet. An
attempt was made to bring the canal grade line into the area at about this
elevation. By a series of trial and error computations;, beginning at the point
previously selected as the end of the canal with various starting elevations,
the approximate hydraulic grade line of the cajial section^, including allowance
for heeul losses in intervening siphons, was projected upstream to Auld Valley
Reservoir outlet works. It was found that, by starting with a hydraulic grade
line elevation of l,UlO feet at the foregoing beginning point, the grade line
elevation at the stilling basin at Station 12^+5+50 would be 1U26.8 feet. This
latter elevation compared favorably with the elevation of 1,^27 feet originally
I
assimed at the Auld Valley Reservoir outlet works as previously discussed.
This combination of initial and terminal grade line elevations and gradient
was therefore adopted. It will be noted on Sheets k and 5 of Plate 2k that
the adopted grade line fits the topography quite satisfactorily.
Further refinement of this canal grade and alignment was not con-
sidered to be warranted without detailed topography along the proposed align-
ment. It is possible that some adjustment in the canal grade, section, and
siphon sizes will be required vhext. such data are available.
It appears, from preliminajry studies made d\iring this investigation,
that even if the Auld Valley Reservoir were not to be constructed as part of
the aqueduct, the section of canal just described should be constructed to
B-21
approximately the grade and aligament shewn with a siphon across the Aiild
Valley approximately between Station 1150+00 and Station 1310+00.
Alignment and Cross Drainage . The reach of the canal between the
A\ad Valley Reservoir outlet works at Station 12^5+50 and approximately
Station 1430+00 would be located on rolling hills with moderately steep cross
slopes and well defined drainage shaonels. The ground is too irregular to
allow close following of the contour and the canal in this section would be
largely a series of alternate cuts and fills. A concrete box siphon woTild be
provided to carry the cansuL under the unnamed stream which crosses the csinal
line at about Station l39i4-+00. All other cross drainage would be taken over
the canal in overchutes or under the ce^aal in culverts, which structvires have
been previously described.
From Station 1^30+00 to Station 1586+75 > the aqueduct would consist
of short sections of canaO. running along flat topped ridges and connected by
siphons crossing the ravines which separate these ridges. Since the canal
wovild be located on or near the tops of these ridges, cross drainage is quite
small in qviantity of flow in this reach. A few small culverts and overchutes
would be provided to carry the small quantities of drainage water iirtiich would
collect between the ridge tops and the canal embankments.
Turnouts emd Checks . Two turnouts were provided in this part of the
aqueduct. The turnout at Station 1326+00 would supply approximately three =
foiirths of the requirements of the Murrista area and the turnout at Station
1580+00 would supply the requirements of the Vail area.
In order to control the water surface elevation in the cemal, checks
would be provided. The check at Station lMn+10 would make it possible to
maintain a minimum depth of water of 7.5 feet in the canal at Avild Valley Reser-
voir outlet stnicture. The check at Station 1517+it2 would maintain a minimum
B-22
water depth of 6 feet at the end of the siphon at Station 1^+51+13. This check
was included even though no turnouts are presently planned in the affected
reach. The two foregoing check struottjres would be incorporated into the inlet
treuasitions of the siphons as described later for the canal termineil structure
and shown on Plate l8. The check at the canal terminal stru.cture, described in
£in ensuing section, would maintain a minimum water depth of 9.5 feet in the
short reach upstream from the canal terminus to the downstream end of the Long
Valley Siphon at Station l^hrj+hO.
Bridges and Siphons . This section of canal would be crossed by Buck
Road, an unimproved coirnty road, at three places and timber county highway
bridges with 26-foot roadway widths would be constructed at each crossing.
Crossings of the canal would be provided at the headwalls of each of four
siphons included in this reach and therefore no farm bridges were provided.
The typiceJ. siphon designs previously described were utilized for the four
siphon installations.
Cajial Terminal Structure . The caneQ. terminal structure is shown on
Plate 18, This structvire would consist essentieilly of a transition from the
trapezoidal canal section to two 90-inch diameter concrete pipes. One of these
pipes would connect to the pipe line which would continue southward and the
other would be bvilkheaded until the second pipe line steige of the aqueduct is
constructed. A check structure wovild be constructed at the inlet of the
transition end and a steel trash rack would be provided at the point of
entrance into the 90-inch pipes to prevent entrance of larger sized foreign
material into the pipe line. The trash rack would consist of 3/8-i2ich thick
steel bars on 2-1/2 -inch centers. Stop pleuik guides would be provided at the
entrance to each 90-iach pipe so that one pipe could be dewatered -while the
B-23
other is in operation. A ssad trap, siiulJ-ar to that shown on Plate 19, wo\ild
be pro/ided Immediately upstream from the terroinsiLL stru.cture.
The capacity of the canal between the Auld Valley Reservoir outlet
and the beginning of the pipe line would be 8Qh second-feet euid the capacity of
the initial pipe line stage beyond this point would be ^32 second-feet. As
stated, provision would be made for constz-action of another pipe line with
equal capacity bringing the aqueduct capacity to a total of &6k second-feet.
The 20 second-foot difference between the csmal capacity and total pipe line
capacity represents the estimated Eietxirauni delivery requirement in the year
2000 for the Vail area. It was assumed that the water taken from the canal at
the Vail turnout about 600 feet upstx'eam fx'om the canaJ. terminus would be
pumped into Vail Lake and wou.ld therafore be subject to sudden interruption by
power failure. To provide for this cond;.tion under ultimate development with
both cemal and pipe line operating at fuJ.1 capacity, an overflow wasteway was
provided in the design of the canal near the terminal stru.cture. This wasteway
would be constructed by lowerl.ng a 15-foot le^igth of the canal linj.ng approxi-
mately 9 inches or one-half of the normal freeboard, to form a side channel
spillway. The overflovr wo\ild be colle::ted in a small channel and led into a
ravine away from the canal. The length of the spillway would be long enough to
allow a discbarge of 20 second-feet with a depth of flow of 6 inches.
Classification of Materials to be Excavated . From the field exami-
nation of the materials to be excavated along the canal alignment, as discussed
for the reach of canal north of Auld VsJLley, the following data were obtained.
From the outlet works of Auld Valley Reservoir to approximately
Station 1*4-00+00, it is estimated that the lower portion of the canal prism
would be excavated in moderately jointed, slightly weathered granite with the
upper 30 per cent being in the overlying alluvium.
B-24
From Station lUoO+00 to Station 1586+75, the canal prism would be
excavated in loosely to moderately consolidated residuum and alluvium with
possible occasional outcrops of caliche. All of this material covild be easily
excavated euid was classified as common excavation. This material is eO-so con-
sidered to be excellent for construction of the ccsnpacted embankments.
The water table in this area is well below the subgrade of the canal
sections and is expected to remain so. Therefore, no underdrains wovLLd be
required.
Pipe Line from End of Ceinal to Minnewawa Reservoir Site
The general alignment of the aqueduct from the end of the canal to
Minnewawa reservoir site would follow that of the "W" line. The location of
this line and general construction problems involved have been discussed else-
where In this report.
Hydraulic Design . The pipe line as designed wovild be a series of
nine inverted siphons, the ends of which would be open to the atmosphere at
vent structures located at high points along the alignment. The location and
elevation of the vent structure at Rainbow Pass, Station 19OO+OO, was dictated
by the elevation of the pass. A controlling grade line elevation of TOO feet,
the spillway lip elevation proposed for Minnewawa Reservoir, was adopted for
the terminus of the line. Intervening control points were set from a study of
a preliminary profile and hydratilic gradient laid out along the general guLign-
ment. Control points were set by running the pipe alignment up to high points.
An attempt was made to keep the grade of the pipe line at higher elevations to
reduce the head thereon.
Pipe sizes in each reach were then selected so that at the design
capacities the hydraiolic gradient would meet the controlling elevations. The
B-25
design capacity was decreased at the ti^raouts by the estimated miiadmum monthly
amount of water turned out at that poiiat raider full operating conditions,
except that capacity changes were not made where this quantity woxxld be less
than 8 to 10 second-feet. Where two sizes of pipe were used in a siphon, the
smaller pipe was placed where the head would be highest.
The first siphon ran of the pipe line would begin at the end of the
canal and terminate at the vent structure at Station 19OO+OO. The relative
capacities of the ensuing siphon runs oould be adjusted somewhat xaader varying
operating conditions resulting from txamout of more or less water to certain
areas than presently estimated, by varying the vent heights, but the head at
the beginning of this first siphon would definitely be limited by the canal
freeboard. Therefore, an additional five-foot head loss was assumed at the
beginning of the first siphon run as a safety factor. This is approximately
five per cent of the head loss in the siphon at design flow. Because of this,
the plan and profile shown on Sheet 5 of Plate 2k shows a hydraiJlic grade line
elevation at the beginning of the pipe of 1,405 feet as compared with the water
surface elevation at the csnaQ. terminus previously stated to be l,4lO feet.
Pipe Line Aligar cent aad Accessory Stru ctures . The alignment of the
pipe dowastream from vents was so arx'^anged that the pipe would proceed downhdll
from the vents on a straight line laatil the grade of the pipe would be below
the pool level at the next following vent. Wherever possible, the aligmnent of
the pipe between vents was so arranged at intervening s^«raflits that the pipe
wovild be below the pool level established at the next downstream vent, and air
relief and vacuum valves were provided at all such stmmiit points. Where the
foregoing procedure was not possible, such as at Station 2159+00, vents were
prmi'ided by running the vent pipe up the adjacent hillside to the maximum
hydraulic gradient elevation.
B^6
Blowoffs were provided at all low points in the pipe line. Access to
the interior of the pipe would be provided by manholes at each air valve and
blowoff structure, and additionsil majiholes would be provided where required to
maintain a maximum length between manholes of 2,500 feet. Details of typiceG.
vent, air relief, blowoff, £uid manhole structures were described previously
under "Preliminary Design Criteria", and are shown on Plate 20.
Control Facilities in Terminal Siphon Run . As previously discussed,
it would not be necessary to construct Minnewawa Reservoir as a part of the
initieil works of the proposed San Diego Aqueduct. It was further stated that
the reach of pipe line from Station 5325+00, near Otay Reservoir, to Station
5522+00, the point of entremce to Minnewawa reservoir site, would also not be
necessary of construction as an initial aqueduct feature. Because of certain
operational conditions, hereinafter described, which woiild exist both before
and after construction of Minnewawa Reservoir and the final reach of pipe line,
certain flow and pressiire control facilities wotild be provided as described in
the following petra^raphs.
The ninth and last siphon run would begin at the vent at Station
^+355+00 and woiad end at Minnewawa Reservoir at such time as that reservoir
were completed. It is expected that the water sxirface in this reservoir will
vary between elevations TOO feet and 6l5 feet. With uncontrolled flow in this
siphon, the hydraulic gradient would rise and fall with the water surface eleva-
tion in Minnewawa Reservoir, This would be satisfactory when the water surface
is high in Minnewawa Reservoir. However, when the water siarface is low in
Minnewawa Reservoir, the hydraulic gradient in the aqueduct would drop along
the reach from the terminus back to Station l;355+00. This would be undesirable
from the standpoint of operation of the turnouts for City of San Diego and
Helix Irrigation District at Station i^6li4-+00, and also would cause the
B-27
hydra\J.ie grade line elevation to drop below the pipe grade at several inter-
vening summits making additional pipe vents necessary. Therefore, a station
equipped with pressure control devices was provided at Station i4-6l4+00 near
Lake Murray. The piping and valve arraxigement at this station is shown on
Plate 20.
The pressure control station would consist of a i|-8-inch ball or plug
type bypass valve in the main line, two 36-inch unloading pressure control
valves, each designed to pass one -half of the design flow through the station,
and a 2if-inch check valve all arranged in parallel. The 36-inch pressure
control valves wovild be set to maintain the upstream pressure at a constant pre-
determined value. If the pressure rose, the valve would open and pass water to
the ensuing reach of pipe line. If the pressure fell off, the vsilves would
close to maintain the upstream pressure at the set value.
The proposed operation of the control station would be as follows:
(1) When the water surface elevation in Minnewawa Reservoir is between the
maximum of TOO feet and approximately 685 feet, the bypass valve would be fully
open aiid all other gate valves closed. This woiild permit deliveiy of the
design flow of water to a full reser/oir. (2) When the water surface elevation
in Minnewawa Reservoir is below approximately elevation 685 feet, the pressure
control valves would be placed in operation by opening the required gate
valves and closing the bypass valve. One valve wo\ild be used for flows less
than 78 second-feet and both valves for flows in excess of 78 second-feet. The
valves would be set to maintain the upstreari hydraulic gradient a little below
the design hydraulic gradient at this point. Design flows in the aqueduct
could still be maintained, since the additional head loss thro-ogh the control
valves woxild be compensated for by the decreased back-pressure on the pipe
terminus resulting from low water surface elevation at Minnewawa Reservoir.
B-28
I
Prior to the construction of Minnewawa Reservoir, the foregoing
r
control station wo\ild provide a valuable service in regulating pressure at the
turnouts for City of San Diego and Helix Irrigation District. Therefore, the
control station was included in the facilities selected for initial construction.
The part of the aqueduct below the last vent structure at Station
1+355+00 would be operated on a demand besis. With Minnewawa Reservoir in
operation, \*ien water flowing past Station U355+OO would be in excess of the
demands below this point, the excess would flow into Minnewawa Reservoir. When
the water flowing past Station 4355+00 would be less than the demand, the addi-
tional water would automatically be withdrawn from Minnewawa Reservoir by back-
flow in the aqueduct.
In normal operation, an amount of water in excess of the requirements
of the City of San Diego and Helix Irrigation District would be flowing past
Station U355+00 at all times, the excess being passed down into the lower reach
of pipe line through the pressure control vsilves. However, if an amount less
than this requirement should be entering the pipe line, the hydraulic gradient
above the valves would drop until it would be below the normal downstream
gradient and water wo^lld be fed back throvigh the 2U-inch check valve at the
control station to supply the deficiency upstream from that point.
In order to permit water to be withdrawn from Minnewawa Reservoir at
low water surface elevations ajad fed back through the aqueduct as far upstream
as Lake Murray, it would be necessary to place the pipe line in a deep cut from
about Station 5232+00 to about Station 5265+00. To insure proper operation of
the pipe line under the reverse flow conditions when the hydraiilic gradient
would approach the elevation of the pipe along this area of deep cut, the high
point in the pipe line would be vented to the atmosphere. This vent would
extend above the msixiraum hydraulic gradient, acccMnplished by running the vent
pipe up the adjacent hillside to the desired elevation. The foregoixig condition
B-29
demonstrates the need for placing the pipe in deep cut at the stated location
to provide for future operation with Miaaewawa Reservoir.
The design of the pipe line as an open system made possible the use
of pipe designed for hydrostatic heads corresponding to the design hydraulic
gradient o However ;, the stretch of pipe line between the vent at Station
4355+00 and the control station would be designed for a hydrostatic head cor-
responding to the elevation of the vent at Station 4355+00, since this head
could be impressed on the pipe when the valves in the Lake M\array control
station are closed.
Interconnection with Existing Aqueduct. In order to effect a greater
degree of coordinated operation of the existing and proposed aqueducts to San
Diego County, it woiild be desirable in the future to interconnect the two
aqueducts in at least one location. The point of interconnection that would
require the least expensive works wo^Jild be in Rainbow Pass at about Station
19I4.O+OO, where the two barrels of the existing aqueduct are less than 50 feet
west of the alignment of the proposed aqueduct. Interconnection of the two
aqueducts at this point would permit ws,ter to be transferred from the proposed
line to the existing barrels in the event of interruption of flow in the latter
line north of the point of interconnection or on the Colorado River Aqueduct.
The provision of the storage reservoir at Auld Valley would make this possible.
Because more study amd the experience of a few years operation are needed
before a decision on interconnection facilities can or need be made, the cost
of this interconnection was not included in the cost facilities for initial
construction presented in Appendix D.
Trench Excavation and Backfill . For this design, it was assumed that
the pipe line would be bxiried throughout its length. To arrive at estimated
quantities of trench excavation, a tentative grade line for the bottom of the
B-30
pipe was established on the center line profile, maintaining a minimum cover of
three feet. The pipe line was then divided into lengths of approximately 2,500
feet each and average trench depth for each such length was determined. These
average depths were used to estimate quantities of excavation for each length of
pipe line.
The cross section of the trench used for estimating the excavation
quantities is shown on Plate 20. The angle of side slope would vary according
to the character of the material. Where conditions would be such that backfill
could be consolidated by flooding and jetting, a clearsmce of nine inches
between pipe and trench would ordinarily be used. Where conditions are such
that backfill must be consolidated by tamping, the foregoing minimum clearance
would be 18 inches. Since it is beyond the scope of this design to accurately
determine the locations where each type of trench would be used, a trench exca-
vation section using an average clearance of 12 inches was used. In estimating
costs of consolidating backfill, it was assxmied that 70 per cent would be con-
solidated by jetting and 30 per cent by tamping based upon experience in the
construction of the existing Saxi Diego Aqueduct.
Between approximately Station 5232+00 and Station 5265+00, the pipe
would be placed with an invert grade elevation of approximately 6OO feet, neces-
sitating a maximum cut of about 50 feet. This excavation would be made by
making a cut to elevation 6l2 feet with a bcttom width of 38 feet. The existing
county road which paxeLLlels the proposed aqueduct alignment in this reach woijld
be relocated through the cut after placement of the pipe line in a 12-foot- deep
trench in the road subgrade. The additional road width would be available for
installation of the second stage of the aqueduct.
In locating the pipe line alignment, an effort was made to avoid
steep cross slopes wherever practical. However, at a few locations, the line
was located on steep side slopes, particularly in the vicinity of Station
B-31
3250+00 and Station 3V4O+OO, At these locations, additional excavation
quantities to provide for tenching were included in the estimates.
Between Station ^{^620+00 and Station 4910+00, the pipe line would be
located on or near streets in the towns of La Mesa and Spring Valley. Addi-
tional cost of trenching was assumed to allow for the construction difficulties
"vrtiich vould be encountered in this ajrea.
Classification of Materials to be Exca vated . The material which
would be excavated for the pipe trench would vary over a wide range from
easily excavated topsoil to hard massive granite. A geological reconnaissance
of the line was made to determine the amounts of the various types of materials
to be excavatedo In preparing estimates of excavation qiiantities, the two
general categories "common" and "rock" were utilized for classification pur-
poses. Common classification was given to all imconsolidated or partially
consolidated materials which could generally be excavated with trencher, back
hoe, drag line, or scrapers. There is presented following a brief summary of
the classification of materials along the aqueduct line.
From the end of the canal to about Station 185O+OO south of the
Temec-ula RLver, trench excavation would be practically all common. From
Station 1850+OO to about Station 2^32+00 at the north edge of the San Luis Rey
River, excavation would be approximately 87 per cent in rock. From Station
2U32+OO to about Station 3082+00 at the north edge of the San Marcos Valley,
excavation wo\ald be approximately 65 per cent in rock. From Station 3082+OO
across the valley to about Station 3217+00, excavation would be all common.
From Station 3217+00 to about Station 3585+00 near the San Dieguito River, exca-
vation woTild be almost exclusively in rock. From Station 3585+00 to about
Station 5322+00 at Lower Otay Reservoir, the excavation would be predominantly
common, with an estimated 19 per cent classified as rock. From Station 5322+00
B-32
to the end of the line at Station 5522+00, the excavation would be almost
exclusively in rock.
To estimate the cost of excavation, the pipe line was divided into
approximately 50 reaches, based on the geological reconnaissance of the line.
Estimated trench side slopes and unit prices for excavation were assigned to
each reach and the costs were computed using the average trench depths in each
2,500-foot section as previously described above. The \init prices used con-
sisted of base costs for common and rock excavation modified for such special
conditions as anticipated high ground water or slxamping of trench walls.
Steel and Concrete Pipe . A study of unit prices of furnishing aad
laying concrete and steel pipe indicated that concrete pipe wovild be most
economical up to heads of approximately 200 feet and steel pipe at heads above
200 feet. In estimating the cost of the pipe, the entire pipe line was divided
into nine contiguous sections. These sections were so selected that in each
section the head on the pipe woxold be either nearly all \mder 200 fest or over
200 feet. For the sections where the head was generally under 200 feet, the
use of concrete pipe throiighout the section was ass^Jmed and estimated prices of
concrete pipe for each head class, shown in Appendix C, were used. The unit
prices for concrete pipe shown in the estimates in Appendix D are the weighted
averages of all head classes and sizes in that section. For the sections where
the head was generally over 200 feet, the use of steel pipe was assumed through-
out the section eind estimated prices of steel pipe for each head class were
used. The \mit prices of steel pipe shown in the estimates are likewise the
weighted average prices for all head classes used within the reach designated.
B-33
I
APPENDIX C
UNIT PRICES USED FX)R DETAILED COST ESTIMATES
OF PROPOSED SAN DIEGO AQUEDUCT
"W" LINE
UNIT PRICES USED FOR DETAILED COST ESTIMATES
OF PROPOSED SAN DIEGO AQUEDUCT
"W" LINE
Item
Canal Construction
Unit : Unit price
Excavation for canal, common
Excavation for canal, granitic rock, full section
Excavation for canal, granitic rock, partial section
Excavation for canal, metamorphic rock
Excavation for structures, common
Excavation for structures, rock
Excavation for dralnaige channels
Compacting ceinal embankments
Compacting road embankments
Backfill
Compacting backfill
Trimming earth foundations for concrete lining
Preparing rock foundations for concrete lining
i|— inch gravel blanket for canal underdrains
Furnish and install flap valve weeps
Concrete in canal lining
Concrete in structures
Furnishing and placing reinforcing steel
Furnishing and laying concrete pressure pipe :
l8-inch, head class 50
24-inch, head class 50
30-inch, head class 50
36-inch, head class 50
42 -inch, head class 50
48-inch, head class 50
PVimishing and laying corrugated metal pipe :
18 -inch, 12 gauge
24-inch, 12 gauge
30 -inch, 12 gauge
36-inch, 12 gauge
Furnishing eind installing welded steel pipe:
18 -inch, 10 gauge
24-inch, 10 gauge
30-inch, 10 gauge
36 -inch, 10 gauge
Furnishing and installing couplings and stiffeners
Furnishing and installing cast iron slide gates :
24-inch diameter
36 -inch diameter
42 -inch diameter
48-inch diameter
cu.yd. $
0.25
cu.yd.
2.50
cu . yd .
3.00
cu.yd.
1.25
cu.yd.
1.25 to
3.50
cu.yd.
4.50
cu.yd.
o.4o
cu . yd .
0.45
cu.yd.
1.00
cu . yd .
0.70 to
1.50
cu . yd .
3.50
sq.yd.
0.50
sq.yd.
1.70
sq.yd.
1.25
each
7.50
cu . yd .
23.50
cu . yd .
75.00 to
85.00
lb.
0.16
lin.ft.
6.00
lin.ft.
6.75
lin.ft.
10.00
lin.ft.
13.50
lin.ft.
15.00
lin.ft.
18.00
lin.ft.
7.50
lin.ft.
9.50
lin.ft.
11.50
lin.ft.
15.60
lin.ft.
11.00
lin.ft.
16.00
lin.ft.
21.05
lin.ft.
27.30
lb.
0.65
each
240.00
each
400.00
each
470.00
each
634.00
C-1
UNIT PRICES USED FOR DETAILED COST ESTIMATES
OF PROPOSED SAN DIEGO AQUEDUCT
"W" LINE
(continued)
Item
: Unit : Unit price
Canal Construction (continued)
Furnishing and installing raMal gates and hoists:
16 -feet by 11 -feet
13 -feet by l4-feet
12 -feet by 10 -feet
Furnish and erect untreated timber in structures
Furnish and erect treated timber in structures
Furnish and install steel guard railing for bridges
Furnish and place gravel on operating road
Furnish and place bituminous surfacing for roads
Fvimish and erect barbed wire right of way fences
Furnish and erect 6-foot chain link fence
Furnish and install metal fence gates
Riprap
Gravel blankets and drains
Furnish and lay 6 -inch pipe drains
Pipe Line Construction
each $
13,200
each
12,680
each
9,000
M.B.M,
3^1.00
M.B.M.
iU)5-00
lin.ft.
8.00
cu . yd .
il.OO
sq.yd.
3.00
mile
2,500
lin.ft.
1.75
each
50.00
cu.yd.
9.00
cu.yd.
7.00
lin.ft.
2.00
Eiccavation, common
Excavation, rock
Bacicfiil
Compacting backfill by tamping
Conaolide.ting backfill by saturation and vibration
Concrete in structures
Furnish and place reinforcing steel
Furnish and erect 84-inch concrete culvert pipe for
shafts of structures
Furnish and erect 48-inch concrete culvert pipe for
shafts of structures
Furnish and place 48-inch precast concrete covers
Furnish and install 6-inch diameter nozsles
Furnish and install 20-inch nozzle without cover
Furnish and install 20-inch nozzle with cover
Furnish and install 4-5 -inch nozzles
Furnish and install 6 -inch globe valves
Furnish and install 6-inch-125 pound gate valve
B'urnish and install 20 -inch -125 pound gate valve
Furnish and install 45-inch-125 pound gate valve
Furnish and install cast i3ron pipe and fittings
Furnish and install steel pipe and fittings
Furnish and install 8-inch air valves
cu.yd.
0.40 to
3.50
cu . yd .
1.50 to
4.50
cu . yd .
0.65
cu.yd.
3.90
cu.yd.
2.x
cu.yd.
93.00
lb.
0.18
lin.ft.
70.00
lin.ft.
50.00
each
56.00
each
150.00
each
350.00
each
550.00
each
800.00
each
180.00
each
107.00
each
1,800
each
4,500
lb.
0.55
lb.
0.60
each
400.00
C-2
UNIT PRICES USED FOR DETAILED COST ESTIMATES
OF PROPOSED SAN DIEGO AQUEDUCT
"W" LINE
(continued)
Item
Unit
Unit price
Pipe Line Construction (continued)
Furnishing and laying 78-inch concrete pipe:
Head, class 100
Head, class I50
Head class 200
Head class 250
Head class 300
Head class 350
Head class ^tOO
Head class ^50
Head class 500
Furnishing and laying 8^-inch concrete pipe:
Heaui class 50
Head class 100
Head class I50
Head class 200
Head class 250
Head class 300
Head class 350
Head class 400
Head class k^O
Head class 500
Furnishing and laying 90-inch concrete pipe:
Head class 50
Head class 100
Head class 150
Head class 200
Head class 250
Head class 300
Head class 350
Head class 400
Head class 4-50
Head class 500
Furnishing and laying 78-inch steel pipe:
13/ .32 -inch thick
15/32 -inch thick
17/32-inch thick
9/16-inch thick
5/8-inch thick
11/16 -inch thick
Furnishing and laying 8U-inch steel pipe:
7/16-inch thick
1/2 -inch thick
9/16-inch thick
5/8-inch thick
11/16-inch thick
lin.ft. $
51.00
lin.ft.
55.00
lin.ft.
61.00
lin.ft.
66.00
lin.ft.
71.00
lin.ft.
76.00
lin.ft.
81.00
lin.ft.
86.00
lin.ft.
91.00
lin.ft.
52.00
lin.ft.
57.00
lin.ft.
61.00
lin.ft.
67.00
lin.ft.
73.00
lin.ft.
79.00
lin.ft.
85.00
lin.ft.
91.00
lin.ft.
97.00
lin.ft.
103.00
lin.ft.
64.00
lin.ft.
69.00
lin.ft.
74.00
lin.ft.
81.00
lin.ft.
89.00
lin.ft.
95.00
lin.ft.
102.00
lin.ft.
109.00
lin.ft.
116.00
lin.ft.
123.00
lin.ft.
63.00
lin.ft.
71.00
lin.ft.
79.00
lin.ft.
83.00
lin.ft.
90.00
lin.ft.
97-00
lin.ft.
72.00
lin.ft.
81.00
lin.ft.
89.00
lin.ft.
96.00
lin.ft.
104.00
C-3
UNIT PRICES USED FOR DETAILED COST ESTIMATES
OF PROPOSED SM DIEGO AQUEDUCT
"W" LINE
(continued)
Item
: Unit :
Unit price
Pipe Line Construction (continued)
Furnishing and laying 81<-inch steel pipe (continued)
3/l+-inch thick
lin.ft. $ 110.00
13/16-inch thick
lin.ft.
119.00
7/8 -inch thick
lin.ft.
128.00
15/16 -inch thick
lin.ft.
13^.00
1-inch thick
lin.ft.
li+3.00
1-1/16-inch thick
lin.ft.
151.00
1-1/8-inch thick
lin.ft.
159.00
1-3/16-inch thick
lin.ft.
167.00
Furnishing and laying 90-inch steel pipe:
15/32 -inch thick
lin.ft.
79.00
17/32-inch thick
lin.ft.
87.00
19/32-lnch thick
lin.ft.
96.00
21/32-inch thick
lin.ft.
104.00
c-U
APPENDIX D
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNEWAWA RESERVOIR
"W" LINE
SOTM.'mY OF
ESTDIATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MBINEWAWA RESERVOIR
"VI" LINE
(Based on prices prevailing in the fall of 1956)
Station
Item
Cost
0+00 to 17+50
17+50 to 1202+00
j 1202+00
to 12U5+50
to 1586+75
1586+75 to 2100+00
2100+00
2721+00
29U5+00
3163+00
3269+00
to 2721+00
to 29i;5+00
to 3163+00
to 3269+00
to 3861+00
1 3861+00
: h0U3+00
to Uoii3+00
to U21U+OO
U21U+OO to ii6lU+00
San Jacinto Tunnel to Beginning of
Canal, Capacity 1,000 cfs
From Beginning of Canal to Auld Valley-
Reservoir, Capacity 1,000 cfs
Auld Valley Reservoir,
Capacity 38,000 acre-feet
Auld Valley Reservoir By-Pass Siphon,
Capacity Uh.2 cfs
From Auld Valley to Beginning of Pipe
Line, Canal Capacity 88U cfs
Pipe Line from End of Canal to
Vallecitos Reservoir Turnout,
Capacity lj.32 cfs
Turnout (Vallecitos Reservoir) to
Turnout (Oceanside), Capacity 39li cfs
Turnout (Oceanside) to Turnout
(Bueno Colorado), Capacity 383 cfs
Turnout (Buenc Colorado) to Turnout
(Carlsbad), Capacity 37U cfs
Turnout (Carlsbad) to Turnout (San
Marcos Reservoir), Capacity 36U cfs
Turnout (San Marcos Reservoir) to
Turnout (East of Del Mar),
Capacity 335 cfs
Turnout (East of Del Mar) to Turnout
(Carroll Reservoir), Capacity 32h cfs
Turnout (Carroll Reservoir) to
Turnout (Canp Elliott), Capacity 29ii cfs
Turnout (Camp Elliott) to Turnout
(San Diego and Helix), Capacity 286 cfs
^ 872,600
6,2U6,000
14,701,600
218, 800
2,633,600
5,205,600
7,620,900
2,286,800
2,258,000
1,182,700
6,713,800
1,81;9,000
1,778,200
3,52U,100
D-1
SUMl/lRY OF
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNEWAVJA RESERVOIR
"W" LINE
(continued)
Station
Item
Cost
U61U+00 to U995+00
ii995+O0 to ^27U+00
527U+OO to 5522+00
Subtotal
Turnout (San Diego and Helix) to
Turnout (South Bay and National City),
Capacity l57 cfs
Turnout (South Bay and National City)
to Turnout (Otay and Irperial),
T\irnout (Otay and Imperial) to
Minnewawa Reservoir, Capacity 98 cfs
Administration and engineering, 10^
Contingencies, l5^
Interest during construction
TOTAL
$ 3,557,300
2,U06,000
1, 963, 600
$55,018,600
5,501,900
8,252,800
3,111,500
$71, 88U, 800
D-2
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MIN^yAWA RESERVOIR
"W" LINE
(Based on prices prevailing in the fall of 1956)
: s t Unit :
Item ; Unit ; Quantity ; price ; Cost
Sta. O-t-OO to Sta. 17+50
San Jacinto Tunnel to Beginning of Canal, Capacity 1,000 cfs
T\innel and Connection
to San Jacinto Tunnel
Excavation
cu.yd.
Removing existing
concrete
cu.yd.
Concrete in tiinnel
lining
cu„yd.
Reinforcing steel
lb.
Diversion of aqueduct
flow
Transition, Gate Section
and Flume. Sta, 0+52 to
Sta, U+00
U70 $ 75.00 $
35,250
25 30.00
750
lUO 100.00
20,000 0,20
iU,ooo
U,ooo
Imnp sum
3,000
13^200
7,000
1,850
3.50
1.50
3.50
U6,200
10,500
6,U70
Uio
810
122,000
1
7.00
75.00
0.16
12,680
2,870
60,750
19,520
12,680
725
1,75
1,270
350
2,00
700
structure excavation
cu.yd.
39,000
3.00
117,000
Backfill
cu.yd.
30,000
0.70
21,000
Compacting backfill
cu.yd.
300
3.50
1,050
Concrete in structures
cu,yd.
2,330
75.00
17U, 750
Reinforcing steel
lb.
215,000
0,16
3U,li00
Riprap
cu.yd.
660
9.00
5,9U0
57,000
structure excavation cu.yd.
Backfill cu.yd.
Contacting backfill cu.yd.
Graded gravel blankets
and drains cu.yd.
Concrete in structures cu.yd.
Reinforcing steel lb.
Radial gate and hoist each
6-foot chain link
fence lin.ft.
6-inch pipe under
drains lin.ft. 350 2,00 700 l60,960
13 '-0" I.D. Monolithic
Concrete Siphons, Sta^
U+00 to Sta, U+80 and
Sta, 6+72 to Stao 17+50
35U,ll;0
D»3
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNEWAWA RESERVOIR
'W" LINE
(continued)
Item
Unit ; Quantity
Unit
price
Sta^O+00 to Sta. 17+50 (continued)
Cost
Steel Pipe^ Metering and
Control Stations Sta.
Li+80 to Stao 6+72
Structure excavation
cu.yd.
18,000
$ 3.00 $
5U,ooo
Backfill
cu.yd.
lis 000
0.70
7,700
Compacting backfill
cu.yd.
1,650
3.50
5,780
Concrete in structures
cu.yd.
ii75
75.00
35,620
Reinforcing steel
lb.
50 J 000
0.16
8,000
Steel piping
lb.
196,000
o,Uo
78,U00
Venturi meters^ 120-
inch and 60=inch
lump sum
50jOoo
30"inch cone valve
each
1
19,U00
19,U00
60-inch cone valve
each
1
37,900
37,900
Electrical installation
lurt^) s\im
1,500
Sunp piuTip
each
1
300
300
Gravel blankets and
drains
cu.yd.
130
7.00
910
$
299,510
Right of Way-
lurp sum
1,000
Subtotal
$
872,600
Sta. 17+50
to Sta, 1202+00
From Beginning of Canal
to Auld '
/alley Reservoirj Capacity 1,000
cfs
Earthwork,, Concrete
Lining, Fences and
Underdrains
Excavation for canal
Common
Rock
Excavation for
drainage channels
Compacting embankments
Backfill over canal
lining
Trimming earth
foundations for
concrete lining
Preparing rock
foundations for
concrete lining
ii-inch gravel blanket
for canal underdrains
cu.yd,
cu.yd.
cu.yd.
cu.yd.
cu.yd.
sq.ydo
1,330,000
7lU,000
1U7,000
i9U,ooo
3h,300
550,700
0,25 332,500
1.90 1,3565600
o.Uo
0.U5
1.30
58,800
87,300
UU,590
0,50 275,350
sq.yd.
177,)400
1.70
301,580
sq.yd.
86,000
1.25
107,500
ESTD'IATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNEWAWA RESERVOIR
"W" LINE
(continued)
Item
Unit % Quantity
Unit
price
Cost
Sta, 17-t-50 to Sta. 1202-fOO (continued)
Earthwork, Concrete
Lining, Fences and
Underdrains (continued )
Flap valve weeps
Concrete lining
Safely ladders
Gravel on operating
road
6-foot chain link fence
Barbed wire fence
Steel gates
Aqueduct crossing
sta, 521+98
Concrete Bridges (10 )
S tincture excavation
Backfill
Conpacting backfill
Conp acting road
embankments
Bitiiminous road
surfacing
Concrete
Reinforcing steel
Steel guard railing
Timber Bridges (2$ )
Structure excavation
Backfill
Compacting backfill
Concrete
Reinforcing steel
Conpacting embankments
Gravel road surfacing
Untreated timber
Treated timber
Turnouts (U )
Structure excavation
Backfill
Conpacting backfill
Concrete
Reinforcing steel
2U"inch reinforced
concrete pipe
each
3,700
% 7.50 \
\ 27,750
cu.yd.
71,6^0
23.50
1,683,780
lb.
9,250
0.35
3,2U0
cu,yd.
15,300
U.oo
61,200
lin.ft.
llOj 200
1.75
192,850
ml.
21.9
2,500
5U,75o
each
120
50.00
6,000
lunp sum
10,000
cuoyd.
1,960
1.25
2,U5o
cuoydo
2,U10
0.70
1,690
cu.yd.
2,U10
3.50
8,UUo
cu.yd.
2,U70
1.00
2,h70
sq^ydo
U,380
3.00
13,1U0
cu.ydo
1,395
85.00
118,580
Ibe
222, UOO
0.16
35,580
lin„ft.
1,250
8.00
10,000
cu,yd.
1,100
1.25
5,130
cu.yd.
3,000
0.70
2,100
cu.yd.
3,000
3.50
10,500
cu.ydo
250
85.00
21^250
Ibo
27,500
c„i6
h,Uoo
cu.yd.
1,500
1.00
1,500
cu.yd.
190
U.oo
760
M.B.M,
230
3U0.00
78,200
M.B.M.
29
U05.00
11.750
cu.yd.
1,520
1.25
1,900
cu,yd.
1,220
0.70
850
cu.yd.
1,220
3.50
U,270
cu.yd.
60
85.00
5,100
lb.
5,800
0.16
930
lin.ft.
^(>
6.75
380
% 14,603,800
192, Uoo
135,600
D=5
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNE^^^A¥A RESERVOIR
"¥" LINE
(continued)
« *
• •
: Unit
Item
: Unit :
Quantity
: price :
Cost
Sta. 17+50 to Sta.
1202+00 (
continued)
Turnouts ()4) (continued)
Ii.2-inch reinforced
concrete pipe
lin.ft.
56
$ 15.00 $
8I1O
U8-inch reinforced
concrete pipe
lin.ft.
112
18.00
2,020
2i;-inch cast iron
slide gate
each
1
236.00
2i;0
U2-inch cast iron
slide gate
each
1
i470.00
U70
li8-inch cast iron
slide gate
each
2
635oOO
1,270
66-inch cast iron
slide gate
each
1
1,500
1^00 $
19, 800
Culverts (12)
Structure excavation
Comraon
cu.yd.
1,120
1.25
l.liOO
Rock
cu.yd.
350
li.50
1^580
Backfill
cu.yd.
1,160
0.70
810
Contacting backfill
cu.yd.
15000
3.50
3,500
Concrete
cu.yd.
lUh
85.00
12,2ii0
Reinforcing steel
lb.
16, 710
0.16
2,670
l8-inch rein-forced
concrete pipe
lin.ft.
700
6.00
h,200
2a~inch reinforced
concrete pipe
lin.ft.
700
6.75
14,730
30-lnch reinforced
concrete pipe
lin.ft.
560
10.00
5,600
Riprap
cu.yd.
60
9.00
51;0
37,300
Pipe Overchutes (Ul;)
Structure excavation
cu.yd.
3,7Uo
1.25
U5680
Backfill
cu.yd.
6,160
0.70
U,310
Compacting backfill
cu.yd.
6,160
3.50
21,560
Concrete
cu.yd.
350
85oOO
29,750
ReixLforcing steel
lb.
28,900
0.16
U,620
l8-inch C.M,P., 12 ga.
lin.ft.
560
7.50
li,200
2U-inch CM, P., 12 ga.
lin.ft.
1.00
9.50
3,800
30-inch CM. P., 12 ga.
lin.ft.
Uoo
11.50
U,6oo
36-inch CM. P., 12 ga.
lin.ft.
Uoo
15.60
6,2kO
l8~inch welded steel
pipe, 10 ga.
lin.ft.
786
11.00
8,650
2U-inch welded steel
pipe, 10 ga.
lin.ft.
560
16.80
9,iao
D-6
2STm\TED COST OF INITI:\L FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO KnTOE/JAWA RESERVOIR
"I-l" LINE
(continued)
Item
Unit ; Quantity
Unit
price
Cost
Sta» 17+50 to Sta. 1202-1-00 (continued)
I Pipe Overchutes (Uh ) (continued)
30-inch welded steel
pipe, 10 ga<,
36=inch welded steel
pipe, 10 gao
Couplings and
stiffeners
Riprap
lin.ft.
lin,ft,
Ibo
cu<,yd.
Flume Overchutes (I8 )
Structure excavation cuoyd.
Backfill cuoydo
Coir^jacting backfill cuoyd.
Concrete cuoyd.
Reinforcing steel lb„
Riprap cuoydo
Irrigation Crossings (31 )
Structvire excavation cu<,yd.
Backfill cuoyd.
Contacting backfill cu«yd.
Concrete cUoyd.
Reinforcing steel lb,
l8=inch reinforced
concrete pipe lin<,ft.
l8=inch welded steel
pipe; 10 ga, lin.ft.
Couplings and stiffeners Ibo
oiieck Structures (2 )
Structure excavation cUoyd.
Concrete cUoyd.
Reinforcing steel lb,
16' X 11' radial gate
and hoist each
560
560
8,200
260
10,510
6^300
6^300
1.185
190,730
110
2,6U0
U,3U0
UjOOO
280
23,250
1,2U0
1.730
3,300
3,0U0
637
20,000
21.05
27o30
0.65
9.00
1.25
0.70
3o5o
85.00
0,16
9.00
1.25
0.70
3.50
85.00
0.16
6„00
11.00
0.65
1.25
85.00
0.16
11,790
15,290
5,330
2,3l|0
13,1U0
U,Uio
22,050
100, 730
30,520
990
3,300
3,0U0
111, 000
23,800
3,720
7,Uli0
19,030
2,150
3,800
5h,i5o
3,200
!
$ 136,600
171, 800
76,500
13,200 26,UOO
87,600
Siphons (6 )
Structure excavation
Backfill
Compacting backfill
Concrete
Reinforcing steel
Right of Way
Subtotal
cu.yd,
cu.yd.
cu.yd.
cu.yd.
lb.
57,360
UO,380
h,250
U,530
655,000
D-7
1.25
0.70
3.50
85.00
0,16
71,630
28,270
lU, 880
385,050
loU, 800
6oU,6oo
180,000
$ 6,2U6,000
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAW DIEGO AQUEDUCT FROM SAM
JACIOTO TUNlffiL TO MINT4EI-7AWA RESERVOIR
^V' LINE
(contimied)
: : ; Unit :
Item ; Unit : Qu arti ty ; price ; Cost
Auld Valley Rese:."voirji Capacity 38^000 Acre-Feet
Daji and Reservoir Ittirp sim $ U, 701,600
(See appendix
for cost breakdown)
Sta. 1202<-Q0 to Stg. _ 12l|5+52
ATild Valley Reservoir B^^-Pass Si phon^, Capacity kh2 cfs
Siphon
Excavation cu.yd. 30,900 $ 1.^0 $ U6,350
Backfill cii,ydo Zh^lSO 0.65 l6,090
Consolidating backfill cu.yd. 810 2c?0 2,030
66-inch reinforced
concrete pipe lino ft. U,350 3lu65' l50,730
lU-inch pit)e vent each 1 UOCoOO UOO
Blowcff " each 1 3,200 _„3£200 2l8,800
Subtotal I 218,800
Sta, 12U5+^0 to Sta. 1586+75 from Auld Yallej
to Beginning
of Pips
Line, Canal
Capacity 884
cfs
Earthwork, Concrete
Lining, and Fences
Excavation for canal
Common
cuoyd.
u86,000
0.25
121,500
Rock
cu.yd.
32 -',000
2.70
669, Hoo
Excavation for
drainage channels
cu.yd.
39,000
CellO
15, 600
Trimming eaxth
foujidations for
concrete lining
sq.yd.
161,200
0.50
80,600
Preparing rock
foundations for
concrete lining
sq.ydo
26,pOO
1.70
U5,o5o
Compacting embankments
cu,3'-d.
50,000
o,Ii5
22,500
Backfill over canal
lining
cu.yd.
9,100
1.30
11,830
Concrete lining
cu,yd.
18,100
23.50
.'425,350
Gravel on operating
road
cu.yd.
3,2U0
U.oo
12,960
Safety ladders
lb.
2,550
0.35
890
U-strand barbed wire
fence
mi.
11.65
2,500
29,130
6-foot chain link fence
lin.ft.
500
1.75
880
1,635,700
D-3
ESTIMTED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNEWAWA RESERVOIR
"W" LINE
(continued)
Item
Unit ; Quantity
Unit
price
Cost
Sta. 12Ug+50 to Sta, 1^86+75 (continued)
Timber Bridges (3)
Structure excavation
cu.yd.
500 $
1.25 $
630
Backfill
cuoyd.
360
0.70
250
Compacting backfill
cu.yd.
360
3.50
1,260
Compacting embankments
cu.yd.
180
1.00
180
Structure concrete
cu.yd.
Uo
85,00
3,hOO
Reinforcing steel
lb.
5,800
0.16
930
Gravel road siirfacing
cu.yd.
23
U.oo
90
Untreated timber
M.B.M.
h5
3Uo,oo
15,300
Treated timber
M.B.M.
h
1I05.00
1,620
Check Structures (3)
Structure excavation
cu.yd.
3,900
1.25
14,880
Backfill
cu.yd.
2,250
0.70
1,580
Contact backfill
cu.yd.
2,250
3.50
7,880
Concrete
cu.yd.
275
85.00
23,380
Reinforcing steel
lb.
37,500
0.16
6,000
12' X 10' radial gate
and hoist
each
3
9,000
27,000
Steel trash rack
lb.
5,000
0.65
3,250
Turnouts (2)
Structure excavation
cu.yd.
600
1.25
750
Backfill
cu.yd.
560
0.70
390
Compacting backfill
cu.yd.
560
3c50
1,960
Concrete
cu.yd.
25
85.00
2,130
Reinforcing steel
lb.
3,200
0.16
510
2h-inch reinforced
concrete pipe
lin.ft.
16
6.75
110
36-inch reinforced
concrete pipe
lin.ft.
16
12.50
200
2li-inch cast iron
slide gate
each
1
236.00
2U0
36-inch cast iron
slide gate
each
1
Uoo.oo
Uoo
Flume Overchutes (U)
Structure excavation
cu.yd.
1,700
1.25
2,130
Backfm
cu.yd.
1,380
0.70
970
Conpacting backfill
cu.yd.
1,380
3.50
14,830
Concrete
cu.yd.
250
85.00
21,250
Reinforcing steel
lb.
37,350
0.16
5,980
Riprap
cu.yd.
2U
9.00
220
4
I 23,700
71,000
6,700
35, Uoo
D-9
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNEWAWA RESERVOIR
"W" LIN'E
(continued)
Item
: : Unit
Unit ; Quantity ; price
Cost
Sta. 12h$+^0 to Sta. lg86-»75 (continued)
Pipe Overchutes (11)
Structure excavation
cu.yd.
935 ^
1»25 $
1,170
Backfill
cu.yd.
i,5Ho
0,70
1,080
Compacting backfill
cu.yd.
i,5Uo
3.50
5,390
Concrete
cu.yd.
85
85eOO
7,230
Reinforcing steel
lb.
7,060
0.16
1,130
l8-inch CM. P., 12 ga.
lin.ft.
160
7.50
1,200
2li-inch C. M.P.J 12 ga.
lin.ft.
120
9,^0
1,1)40
30-inch CM. P., 12 ga.
lin.ft.
80
iio5o
920
36-inch CM. P., 12 ga.
lin.ft.
80
15.60
1,250
l8-inch welded steel
pipe, 10 ga.
lin.ft.
22U
11.00
2,U6o
2i;-inch welded steel
pipe, 10 ga.
lin.ft.
168
16,80
2,820
30-inch welded steel
pipe, 10 ga.
lin.ft.
112
21,05
2,360
36- inch welded steel
pipe, 10 ga.
lin.ft.
112
27.30
3,060
Couplings and
stiffeners
Ibo
1,928
0.65
1,250
Riprap
cuoyd.
66
9cOO
590
Culverts (.^)
Structure excavation
Common
cu.yd.
325
1,25
Uio
Rock
cu.yd.
75
U.50
3I1O
Backfill
cu.yd.
300
C70
210
Compacting backfill
cu.yd.
300
3.50
1,050
Concrete
cu.yd.
38
85.00
3,230
Reinforcing steel
lb.
3,350
O0I6
510
18-inch reinforced
concrete pipe
lin.ft.
280
60 00
1,680
2ii-inch reinforced
concrete pipe
lin.ft.
U20
6,75
2,8UO
Riprap
cu.yd.
30
9»00
270
Siphons
Structure excavation
cu.yd.
80,510
1.25
ioo,6ii.o
Backfill
cu.yd.
56,960
0.70
39,870
Compacting backfill
cu.yd.
6,170
3o50
21,600
Concrete
cu.yd.
710
85.00
60,350
Reinforcing steel
lb.
101,200
0.,16
16,190
$ 33, 100
10,600
D-10
ESTIMATED COST OF INITL1L FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNNEL TO MINNE'.-J'AWA RESERVOIR
"W" LINE
(continued)
Item
Unit ; Quantity
Unit
price
Cost
Sta. 12ii$+50 to Sta. lg86+75 (continued)
Siphons (continued)
6-foot chain link fence lin.ft.
120-inch reinforced
concrete pipe lin„ft.
Right of Way
Subtotal
100 $ 1.75 $
lt,960 110.00
limp sum
180
gli5>600 $ 781|^U00
30.000
I 2,635,600
Sta. 1586+75 to Sta. 2100+00
Pi£
e Line from End of Canal to
Vallecitos
Reservoir
Turnout, Cap
acity U32
cfs
Pipe Line
Excavation
Common
cu.yd.
217,135
1.20
260,560
Rock
cu.yd.
115,290
3.20
368,930
Backfill
cu.yd.
218, U90
0.65
1U2,020
Consolidating backfill
cu.yd.
I8,h30
2.50
h6,080
90-inch reinforced
concrete pipe
lin.ft.
51,325
83.10
U, 265, no
Manhole
each
6
3,U00
20, UOO
Manhole and blowoff
each
9
3,930
35,370
Manhole and air valve
each
8
3,800
30,1;00
Vent structure
each
1
6,130
6,130
Turnout
each
2
730.00
1,U60
Turnout
each
1
7,170
7,170
5,183,600
Right of Way
lunp sum
22,000
Subtotal
1 5,205,600
Pipe Line
Sta. 2100+00 to Sta. 2721+00
Turnout (Vallecitos Reservoir) to
Turnout (Oceanside), Capacity 39h cfs
1.70
2.75
0.65
2.50
Excavation
Common
cu.yd.
162,560
Rock
cu.yd.
2U9,070
Backfill
cu.yd.
283,650
Consolidating backfill
cu.yd.
2U,100
81i-inch reinforced
concrete pipe
lin.ft.
6,300
276,350
681;, 9U0
I81i,370
60,250
66.30 iil7,690
D-11
ESTIMTED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAl^
JACINTO TUWIEL TO MINTffiWAWA RESERVOIR
'¥" LINE
(cont5-nued)
Unit
Item
Unit
Quantity
price 8
Cost
Sta. 2100+00 to Sta. 27214-00 (contimied)
P ipe Line (continued)
oii-inch steel pipe lin.ft.
Manhole and blcwoff each
Manhole and air valve each
Vent structure each
US-inch vent pipe lin.ft.
Turnout each
Turnout each
Right of Way
Subtotal
55,800 I 102.90 $5,7lil.,820
23
3,930
90,390
20
3o800
76j000
2
6,130
12,260
800
uO.oo
32^000
2
730.00
l,i;60
2
7pl70
lh,3U0
$ 7,591,900
lujip sum
29,000
.$ 7,620,900
Sta. 2721+00 to Sta„ 29U5+00
Tui'nout
(Oceanside)
to
Turnout
(Bueno Colorado), Capacity 383 cfs
Pipe Line
Excavation
Common
cu.yd.
22,920
1.50
3U.380
Rock
cu.yd.
121, 6U0
2.50
3oU,ioo
Backfill
cu.yd.
9U,730
0.65
61,580
Consolidating backfill
cu.yd.
10, 320
?.5o
25,800
90-inch rernforced
concrete pipe
lin.ft.
11,500
76.25
876,880
90-inch steel pipe
lin.ft.
10,900
82.10
89h,890
Manhole
each
2
3,uoo
6,800
Manhole and blowoff
each
8
3,930
31,l;ii0
Manhole and air valve
each
7
3,800
26, 600
Vent structure
each
1
6,130
6,130
Turnout
each
1
7,170
7,170
2,275,800
Right of Way
lunp sujn
11,000
Subtotal
<
S 2.286.800
Pipe Line
Excavation
Common
Rock
Sta. 29li5+00 to S ta . 3l6>00
Turnout (Bueno Colorado) to
Turnout (Carlsbad), Capacity 37U cfs
cu.yd.
cu.yd.
63,990
75,lj20
0,50
2o50
32,000
188,550
D-12
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQlfEDUCT FROM SAN
JACINTO TU]\INEL TO MINI-ffiWAWA RESERVOIR
'¥" LINE
(continued)
Item
Unit ; Quantity
Unit
price
Cost
Sta. 29li5-'-00 to Sta. 3163+00 (continued)
Pipe Line (continued)
Backfill
Consolidating backfill
90-inch reinforced
concrete pipe
90-inch steel pipe
81|-inch steel pipe
Manhole
Manhole and blowoff
Manhole and air valve
Turnout
Right of Way
Subtotal
cu„yd„
96,900
% 0.65 1
62,980
cuoyd.
8,UUo
2.50
21,100
linoft.
14,000
78.90
315,600
lin.ft.
8,500
81,. 20
715,700
lino ft.
9,300
91.65
852,300
each
3
3,U00
10,200
each
S
3,930
19,650
each
6
3,800
22,800
each
1
7,170
lunp sum
7,170
$ 2,2l;8,000
10,000
Sta. 3163+00 to Sta. 3269+00
Turnout (Carlsbad) to
Turnout (San Marcos Reservoir), Capacity 36I|. cfs
Pipe Line
Ebccavation
Common cu.yd. 8U,870 0.50 U2,UU0
Rock cu.yd. U8,270 3.65 176,190
Backfill cu.yd. 83,970 0.65 5U,580
Consolidating backfill cu.yd. U,020 2.50 10,050
8U-inch reinforced
concrete pipe lin.ft. U,l50 59.00 2U1|,850
8i;-inch steel pipe lin.ft. 6,U50 95.20 6lIi,0U0
Manhole each 2 3,U00 6,800
Manhole and blowoff each 3 3,930 11,790
Manhole and air valve each 1 3, 300 3, 8OO
Vent structure each 1 6,130 6,130
Turnout each 1 7,170 7,170
Right of I'Jay lump sum
Subtotal
2,258,000
1,177,800
I4..900
% 1,182,700
D-13
ESTIMTED COST OF INITI^iL FEATUIiES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACIOTO TUNNEL TO MINKEVJAWA RESERVOIR
"W" LINE
(continued)
• •
: Unit :
Item
: Unit :
Quantity
: price :
C-
DSt
Sta. 3269+00
to Sta. .3861+00
Turnout (San Marcos Reser
voir) to
Turnout
fEast of De]
Mai')s Capacity 335 cfs
Pipe Line
Excavation
Cominon
cu.yd.
2U7,970
$ l.UO $
3U7,160
Rock
cu»yd.
160, 580
2.60
Ul7,5l0
Backfill
cu.yd.
280^900
0,65
182.590
Consolidating backfill
cu.yd.
19j280
2.50
U8,200
90-inch reinforced
concrete pipe
lin.ft.
10,250
9I0OO
932,750
90-inch steel pipe
lin.ft.
13,000
79.00 1,
p 02 7, 000
8i4-inch reinforced
concrete pipe
lin.ft.
6,1-50
82.90
53U,710
8It-inch steel pipe
lin.ft.
30,100
100.25 3.
,017,530
Manhole
each
3
3,Uoo
10,200
Manhole and bla^roff
each
18
3,930
70, 7li0
Manhole and air valve
each
17
3,800
6U,600
Vent structure
each
2
6,130
12,260
Turnout
each
3
7,170
21,510
$ 6,686,800
Right of Way
luii?3 sum
27,000
Subtotal
$ 6,713,800
Sta. 3861+00 to Sta, U0lt3+00
Turnout (East
of Del Mar)
to
Turnout
(Carroll Reser\roir), Capacity 32U cf,
s
Pipe Line
Excavation
Common
cu.yd.
U6,890
1.00
16, 890
Rock
cu.yd.
72,550
3.00
217,650
Backfill
cu.yd.
81,570
0.65
53,020
Consolidating backfill
cu.yd.
7,U30
2.50
18,580
90-inch reinforced
concrete pipe
lin.ft.
8,800
77.20
679,360
81i-inch reinforced
concrete pipe
lin.ft.
9,liOO
80.60
757, 6U0
Manliole and blcwoff
each
7
3,930
27,510
Manhole and air valve
each
7
3,800
26,600
Vent structure
each
1
6,130
6,130
Turnout
each
1
7,170
7,170
1, 8U0, 600
D-lLj
ESTIMATED COST OF INITL1L FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUNTffiL TO MINNEWAVJA RESERVOIR
"¥'• LINE
(continued)
: : : Unit :
Item ; Unit ; Quantity : price : Cost
Sta. 386I+OO to Sta. UOU3+OO (continued)
Right of Way lunp sum $ 8,U00
Subtotal $ 1,8U9,000
Sta. U0U3+OO to Sta. U21U+OO
Turnout (Carroll Reservoir)
to
Turnout
(Camp Elliott), Capacity
29I1 cfs
Pipe Line
Excavation
Common
cu.yd. 102,910
$
1.00 $
102,910
Rock
cu.yd. 15,850
3.00
h7,55o
Backfill
cu.yd. 81,710
0.65
53,110
Consolidating backfill
cu.yd. 5,080
2.50
12,700
90-inch reinforced
concrete pipe
lin.ft. 17,100
86, UO 1
,U77,UU0
Manhole and blowoff
each 9
3,930
35,370
Manhole and air valve
each 9
3,800
3U,200
Turnout
each 1
7,170
7,170
l,770,l;00
Right of Way
lump sum
7,800
Subtotal
$ 1,778,200
Sta. )42lU+00 to Sta. ii6lU+00
Turnout (Cajtp Elliott) to
Turnout (San Diego and
Helix), Capacity 286
cfs
Pine Line
Excavation
Common
cu.yd.
2U2,66o
1.00
2U2,66o
Rock
cu.yd.
22,970
3.50
80,U00
Backfill
cu.yd.
187,630
0.65
121,960
Consolidating backfill
cu.yd.
10,880
2.50
27,200
8U-inch reinforced
concrete pipe
lin.ft.
33,750
70.75
2,387,810
8U-inch steel pipe
lin.ft.
6,250
8l.li5
509,060
Manhole
each
1
3,Uoo
3,Uoo
Manhole and blowoff
each
16
3,930
62,880
Manhole and air valve
each
15
3,800
57,000
Vent structure
each
1
6,130
6,130
Turnout
each
1
7,170
7,170
3,505,700
D-15
ESTIMATSD COST OF INITIAL FiiATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TWINEL TO MINNEWAWA RESERVOIR
'¥" LB]E
(continued)
• •
• •
•
Unit :
Item
: Unit :
Quantity :
price :
C(
ost
Sta. U2li;+00 to Sta
. I461U+OO ((
continued)
Right of VJay
lump sum
$ 18,U00
Subtotal
1 3,521,100
Sta. I;6lU+00
to Sta. U995+00
Turnout (San Diego and Helix) to
157 cfs
Turnout (South Bay and Nat
ional City)
, Capacity
Pipe Line
Excavation
Common
cu.yd.
196,790 :
$ 1.00 ;
J? 196,790
Rock
cu.yd.
37,030
3.50
129,610
Backfill
cu.yd.
170,2liO
0,65
110,660
Consolidating backfill
cu.yd.
10,950
2.50
27,380
Construction in street
lin,ft.
19,500
10 ,00
195,000
78~inch steel pipe
lin.ft.
38,100
70.85
2,699,390
Mui-ray tiornout
control station
lurrp sum
112,600
Manhole
each
10
3,U00
3U,000
Manhole and blowof f
each
h
3,930
15,720
Manhole and air valve
each
3
3,800
iijhoo
Turnout
each
1
7,170
7,170
3,539,700
Right of Way
lunp sum
17,600
Subtotal
$ 3,557,300
Sta. 1|9 95+00
to Sta. 527a+00
Turnout I
[South Bay
and National City) to
cfs
Turnout (Otay and Jjmp
lerial). Cap
acity liiu -
Pipe Line
Excavation
Common
cu.yd.
27U,300
0.90
2U6,870
Rock
cu.yd.
5,930
3.50
20, 760
Backfill
cu.yd.
132, 890
0.65
86, 380
Consolidating backfill
cu.yd.
7,U10
2.50
18,530
Prepare subgrade and
surface road
sq.yd.
U,670
5.00
23,350
78-inch reinforced
concrete pipe
lin.ft.
15,150
57.90
377,190
78-inch steel pipe
lin.ft.
12,750
79.35
1,011,710
U8-inch reinforced
concrete pipe
lin.ft.
550
UO.OO
22,000
D.16
ESTIMATED COST OF INITIAL FEATURES OF
PROPOSED SAN DIEGO AQUEDUCT FROM SAN
JACINTO TUIWEL TO MINNEWAWA RESERVOIR
"W" LINE
(continued)
Item
: : Unit
Unit t Quantity ; price
Cost
Sta. itQ95+00 to Sta. g27h-»-00 (continued)
Pipe Line (continued)
Manhole
each
1
$ 3,U00 $
3,U00
Manholes and blowoffs
each
8
3,930
31,UliO
Manholes and air valves
each
8
3,800
30,U00
Vent structure
each
1
7,170
7,170
Turnout
each
1
iU,ooo
lUjOoo
$ 2,393,200
Right of Way-
limp sum
12,800
Subtotal
S 2,U06,000
Sta. 527U-)-00 to Sta. 5^22+00
Turnout (Otay and Imperial )"~to
Minnewawa Reservoir, Capacity 98 cfs
Pipe Line
Excavation
Common
cu.yd.
3li,080
1.00
3U,080
Rock
cu.yd.
102,820
2,00
205, 61iO
Backfill
cu.yd.
95,000
Oe65
61, 750
Consolidating backfill
cu.yd.
11,250
2.50
28,130
78-inch steel pipe
lin.ft.
214,600
63.00
1,5U9,800
Manholes
each
2
3, loo
6,800
Manholes and blowoffs
each
9
3,930
35,370
Manholes and air valves
each
8
3,800
30,Uoo
1,952,000
Right of Way
lunp sum
11, 600
Subtotal
$ 1,963,600
D-17
APPENDIX E
DESCRIPTION OF PROPOSED DAMS AND RESERVOIRS NEEDED
TO PROVIDE REGULATORY AND EMERGENCY STORAGE ON THE
PROPOSED AND EXISTING SAN DIEGO AQUEDUCTS
L
Auld Valley Dam and Reservoir
Minnewawa Dam and Reservoir
Vallecitos Dam and Reservoir
San Marcos Dam and Reservoir
Woodson Dam and Reservoir
Carroll Dam and Reservoir
Enlargement of Sem Vicente Reservoir
Enlargement of Lower Otay Reservoir
Auld Valley Dam and Reseirvolr
The Auld Valley dam site is located on Tucalota Creek along the west
line of Sec. 2, T. 7 S., R. 2 W., S.B.B.& M. Stream bed elevation is about
1,400 feet, UoS.G.So datum.
The Auld Valley dam site was mapped at a scale of 1 inch equals 200
feet with a contour interval of 10 feet by the Department of Water Resources in
1956. Reservoir areas and storage capacities for various stages of water sur-
face elevation were obtained by planimetering United States Geological Survey
quadrangles at a scale of ls24,000 with a contour interval of 20 feet, and are
shown in Table E-1.
TABLE E-1
AREAS AND CAPACITIES OF AULD VALLEY RESERVOIR
Water surface
Depth of water
elevation
Water surface
: Storage capacity
at dam, in feet
U.S.G.S. datum
in feet
area, in acres
: in acre -feet
1,400
10 1,410 60 300
20 1,420 lUO 1,300
30 1,430 250 3,250
4o l,44o 380 6,4oo
50 1>50 510 10,800
60 l,46o 640 16,600
70 1,470 810 23,800
80 1,480 990 32,800
85 1,485 1,080 38,000
90 1,490 1,170 43,600
100 1,500 1,350 56,200
A geological reconnaissance of the dam site was made by this Department.
The relief at the dam site is relatively low emd the abutment slopes are gentle.
Topography, foundation conditions, and availability of materials indicate that
an earthfill type of dam is feasible at this site.
E-1
Rock types are quaxtzite schist emd gabbro of Cretaceous or possibly
Triassic age. The gabbro is exposed on the flank of the right abutment and the
schist is exposed on the left abutment. The contact between the two rock types
was found exposed in the stream chaimel at the base of the right abutment o The
small hill on the right abutment is apparently a pendant of the main schist
body which outcrops on the left abutment. Gabbro on the right abutment is a
dark bluish grey, massive and very hard, with grain size fine to medium. The
schist on the left abutment is layered and broken. The bedrock is slightly
veined. Small localized shears were noted in the left abutment.
No faults were noted but regional seismicity is high, the area being
approximately eight miles from the Elsinore fault zone.
The right abutment which extends southward has an essentially even
slope of about 25 per cent, with outcropping occurring on 10 per cent of the
surface. The slope falls away sharply upstream and downstream. There are no
breaJcs in the slope and creep is negligible. The soil mantle is about three
feet in thickness and composed of loose weathered rock and soilo Bedrock is
moderately weathered and blocky to a depth of five feet. Stripping would be
necessary to an average depth of about eight feet.
The left abutment has an uneven slope of about 15 per cent. Of the
surface area, about five per cent is gullied. The slope is continuous both up
and downstream. There are no breaks in slope and creep is slight. The soil
mantle is about five feet thick composed of weathered rock and soil, and the
bedrock is weathered and layered to a depth of about 10 feet. Stripping would
be necessary to an average depth of about 15 feet.
The channel width is about 2,400 feet with no outcrops. From logs of
wells in the vicinity, it is estimated that the channel is fil3.ed to a depth of
about 100 feet with alluvium consisting of sand, silt and some cobbles. There
appears to be a clay stratum about five feet thick at a depth of about 25 feet
E-2
underlying the channel. The channel material will probably have to be removed
to a depth of about 100 feet and replaced with compacted impervious fill.
Earthfill materials were found to be available near the site in ade-
quate quantity. There are about 2,800,000 cubic yards of impervious material
in the stream chajinel extending upstream from the dam site about two miles.
Random fill materials in the amount of about 3,000,000 cubic yards were found
in the reservoir area just upstream from the right abutment and on the high
ground about one mile upstream from the site in the fork of the stream. In
addition, about U88,000 cubic yards of earth material that would be removed
from the channel and about 78,000 cubic yards of rock and earth salvaged from
the spillway cut could be utilized for random fill. Because of the presence of
considerable amounts of clay, the random fill materials are not considered to
be free draining. Rock for riprap could be quarried on the flank of Bachelor
Mountain within 2,000 feet of the dam site, or obtained from material excavated
in the spillway cut.
For the cost estimates, a zoned earthfill structure was selected which
would create a reservoir storage capacity of 38,000 acre-feet with a spillway
lip elevation of 1,U85. Tne dam would have a height of 100 feet above stream
bed, side slopes of 2.5:1 and a crest elevation of 1,500. It would contain
approximately 3,072,000 cubic yards of fill. The crest width would be 30 feet,
coniprised of ten-foot width for the imper'/ious core, and ten-foot widths for
each of the upstream and downstream random fill sections. The impervious core
section would have upstream and downstream slopes of 1:1. In order to prevent
excessive leakage, the impervious core was assumed to extend to bedrock at a
maximum depth of 100 feet in the channel. Nfoderate to light grouting on the
abutments was assumed. Since it was found that groxind water levels in the
channel are within 15 feet of the surface, a well point system would be neces-
sary to accomplish excavation of the core trench.
E-3
Because of bhe need for drainage of the dc^-stream random fill zone,
a gravel blanket with a thickness of six feet would be placed on the dowtistream
face of the impervious core extending to a height equal to two-thirds of the
distance between stream bed and spillway lip. Seepage from the impervious core
and abutment contacts intercepted by the blanket drain would be carried to the
downstream toe of the dam by gra;vel drains. The upstream face of the dam would
be protected against wave action by rock riprap to a depth of three feet normal
to the slope.
The spillway would he a concrete-3ined chute, with ogee weir control
section, placed in a cut through a saddle behind the small hill on the right
abutment. T}:ie maximum depth of cut in the paxidle would be 30 feet, with about
two feet of soil, three feet of weathered rock and the remainder in massive,
slightly blocky sjid hard gab'uro. The spillway would have a discharge capacity
of about 19,000 second-feet, the esti:iiated discharge of a once in a thousand
year flood modified by the effect of surcharge storage in the reser<Aoir. Depth
of water above the spillway lip during maximum flood discharge would be approxi-
matej.y 10 feet and the crest of the dfim waa assLimed to be five feet above this
maximum water surface.
Releases from the reservoir \(rould be made through an outlet tower 85
feet in height, equipped with eight high pressure slidegates located at intervals
of elevation necessary to permit water to be released from selected levels in
the reservoir. The outlet cciduit wou.ld consist of a 102 -inch diameter steel
pipe encased in rei'xf oread co:.icre';e, founded on bed;.-ock along the left abutment
and leading through a control valve house to a stilling basin located at the toe
of the dam. At the control valve house the conduit would be divided into two
S^k-inch pipes each equipped with a 72"inch hollow Jet valve and a 72-inch by
^-inch venturi meter. A 12-inch diameter steel pipe equipped with a gate
valve and venturi meter would be cormected to the main outlet conduit at the
control valve house and would discharge into Tucalota Creek downstream from the
dam. The stilling basin at the end of the outlet works would consist of a
reinforced concrete rectangular basin 20 feet wide, 32 feet long, and 20 feet
deep.
It was estimated that the dam could be constructed over a period of
one and one -half years. Stream flow could be diverted through an imconrpleted
portion of the dam in the channel section during part of the construction period
\intil the outlet works were completed.
Construction of a reservoir in Auld Valley would require the relocation
of about 2.5 miles of secondary dirt road and the clearing of a small grove of
trees and removal of a light growth of brush.
A detailed cost estimate for Auld Valley Dam and Reservoir is pre-
sented in Table E-2. For illustrative purposes, a plan, profile, and section
for the dam are shown on Plate 21, entitled "Auld Valley Dam on Tucalota Creek" .
E-5
TAFiLE S-2
ESTIM!IT2D COST OF AULD VALLEY DAM MD RESERVOIR
WITH STORAGE CAPACITY OF 36,000 ACPJI-FEET
(Based on prices prevailing in 1956)
Elevation of crast of dam: 1,500 feet, Capacity of reserrvoir to crest of
U.S.G.S. datum spillway: 38,000 acre-feet
Elevation of crest of spillway: 1,^85 feet Capacity of spillway with 5-foot
Height of dam to spillway crest, above freeboard: 19,000 second-feet
stream bed: 85 feet
Item
: : Unit
Unit : Quantity : price
Cost
CAPITAL COSTS
Dam
Exploration
Diversion of stream and
dewatering of
foundation
Stripping topsoil
Excavation for embanlanent
Foundation
From borrow pits
Stabankment
Impervious
Random
Random, salvage
Riprap
Drilling grout holes
Pressure grouting
Gravel dioains
Spillway and Inlet
Excavation, unclassified
Baclrfill, compacted
Concrete
Weir and cutoff
Floor
Walls
Reinforcing steel
Inlet gate
Outlet Works
Excavation
Baclfi'ill, compacted
Concrete
Conduit and collars
Inlet tower
Stilling basin and
transition
Reinforcing steel
Miscellaneous metalwork
lump sum
$ 40,000
cu.yd.
69,000
luTiap siiffi
$ 0.4o
70,000
27,600
cu.yd.
cu.yd.
697,300
2,770,400
0.60
0.40
4l8,400
1,108,200
cu.yd.
cu.yd.
cu.yd.
cu.yd.
lin.ft.
cu.ft.
cu . yd .
1,594,900
851,200
566,000
78,100
19,800
13,200
60, 300
0.16
0.12
0.15
3.50
3.00
4.00
3.50
255,200
102,100
84,900
273,400
59,400
52,800
211,000
cu.yd.
cu.yd.
251,400
5,770
1.50
3.00
377,100
17,300
cu.yd.
cu.yd.
cu.yd.
lbs.
8(50
4,360
1,430
317,800
40.00
35.00
45.00
0.15
lump sum
32,000
152,60c
64,400
47,700
20,000
cu.yd.
cu.yd.
9,800
2,500
2.00
3.00
19,600
7,500
cu.yd.
cu.3rd.
l,l4o
680
50.00
70.00
57,000
47,600
cu.yd.
lbs.
lbs.
120
172,000
67,100
70.00
C.15
0.65
8,400
25,800
43,600
$2,703,000
711,100
E-6
ESTIMATED COST OF AULD VALLEY DAM AND RESERVOIR
WITH STORAGE CAPACITY OF 38,000 ACRE-FEET
(continued)
Item
CAPITAL COSTS
Outlet Works (continued)
Steel pipe, 102=inch
diac
High pressxire slide
gates
Hollow- jet valves,
72=inch diao
Ventiiri meters
Control house
Tucalota Creek outlet
Cost
lbs.
lbs.
each
Reservoir
Land and improvements
Clearing reservoir lands ac .
Road relocation ml.
Subtotal
Administration and engineering, 10^
C ont ingenc i e s , 15?^
Interest during construction
TOTAL
176,1+00
li+8,000
1,260
2.5
$ 0.30
0.50
lump sum
20,000
lump sum
lump sum
lump sum
50.00
15,000
52,900
7^,000
63,800
ifO,000
10,000
3,000 $ ^53,200
733,800
63,000
37.500
83^, 300
$4,701,600
$ 470,200
705,200
176,300
$6,053,300
E-7
Minnewava Dam and Reseryoir
The Minnewawa dam site is located on Janiul Creek about one mile up-
stream from Lower Otay Reservoiro It is in the KE ■^■ of Sec» U, T. 18 So, Ro 1 Eo,
S0B0B0&. Mo Stream bed elevation is about 525 feet, U.S.GoSo dattmio Reservoir
areas and capacities for various stages of water surface elevation were obtained
by planimetering United States Geological Survey quadxsingles at a scale of
1562,500^ with a contour interval of 50 feet, and are presented in Table E-3«
A topographic map of the dam site at a scale of 1 inch equals 100 feet, with
ten foot contour interval was made by the Division of Water Resources in 1955°
TABLE E-3
AREAS AM) CAPACITIES OF MIIirNEWAWA RESERVOIR
: WateT' surface
Depth of water
: elevation,
I Water surface ;
Storage capacity.
at dam, in feet
s UoS.GoSo datiom
: area, in acres :
in acre -feet
: in feet
I I
525
5
530
1
2
15
5^*0
8
47
25
550
19
180
35
560
46
510
h5
570
75
1,110
55
580
110
2,040
65
590
140
3,290
75
600
180
4,890
85
610
220
6,890
95
620
280
9,390
105
630
340
12,500
115
6ko
410
16,200
125
650
490
20,700
135
660
590
26,100
li^5
670
680
32,500
155
680
800
39,900
165
690
920
48,500
175
700
1,080
58,500
185
710
1,230
70,000
195
720
1,390
83,100
205
730
1,550
97,800
215
7^
1,700
114,100
225
750
1,870
131,900
E-8
Based upon a prelimineiry geological recormaissarce, the Minnewe.va dam
site is considered suitable for an earthfill or combination earth and rockfill
dam. Bedrock is meta-volcanic of the pre -Cretaceous age. It is gray-green in
color, hard, and the grain size varies from aphanitic to coarse. Fractures and
joints are numerous and extend to a considerable depth. No faults were noted.
Small zones of shears were observed. A small talus cone was noted at the base
of the right abutment. Regional seismicity is low.
The right abutment has an even slope of about 50 per cent. Outcrops
are numerous on the upper part of the slope. The slope is even upstream and
downstream with minor breaks. Creep is minor and no slides were apparent.
For an earthfill structure, about ten feet of talus plus eight feet of bedrock
should be stripped from the abutment.
The left abutment is of an even slope of ko per cent diminishing both
upstream ajid downstream. Outcrops are numerous and breaks in slope are minor.
Minor creep was noted. Necessary stripping on this abutment would Include about
two feet of soil plus about ten feet of weathered emd badly fractured and jointed
rock.
The chsjinel is about 150 feet wide with outcrops near the center on
the axis. Alluvium is silt, sand, gravel, and boulders to aa average depth of
about 15 feet with a maximxun depth of about 25 feet. Stripping would be neces-
sary to an average depth of about 20 feet, consisting of about 15 feet of
unconsolidated material plus about five feet of rock.
Moderate to light grouting along the axis of the dam would be necessary.
A dam with a height of 195 feet above stream bed is required to pro-
vide a reservoir storage capacity of 59>000 acre-feet at this site. The dam
would be a rolled earthfill type with an impervious core of select material and
upstream and downstream sections of random material. It would have a crest
elevation of 720 feet and side slopes of 3:1 and contain 2,485,000 cubic yards
E-9
of fill. The imperviaas core would, have a slope of 0.75:1 and extend to bedrock.
Crest ^^dth would bs 30 feet, comprised of ten foot Td.dths each for the upstream
and downstream random sections ajid ten feat for the crest of the core section.
Earthfill materials were found to be available near the site in ade-
quate quantity. There are about ]., 610,000 cubic yards of impervious material
in Dulzura Creek extending upstream from the dam site about four miles. Addi-
tional impervious material could be obtained from the upper reaches of Lower
Otay Reser'/oir if the water stage is low. Although adequate quantities of
pervious material are not available in the reser>/oir, approximately 1,880,000
cubic yards of random fill material may be obtained from the hills on the
northern edge of Lower Otay Reservoir 8t a distance of about four miles by roeid.
Additional random fill material is s.v'aiiable from the San Diego formation
immediately east of Lower Otay Reservoir. About 157; 500 cubic yards of material
from the foundation excavation a.nd 200,900 cubic yards of material salvaged
from the spillway excavation could be utilised for random fill. Rock for riprap
could be quarried near the sjcis or obtained from material excavated in the
spillway cut.
Because of the need for drain£-.ge of the dowistream random fill zone, a
gravel blanket with a thickness of six fset would be placed on the downstream
face of the inrper\.'ious core extending to a height equal to two-thirds of the
distance between streara bed and spillway lip. Seepage from the impenrious core
and abutment contacts intercepted by the blanket drain would be carried to the
downstream toe of the dam by gravel drains. The upstream face of the dam would
be protected from wave action by riprap to a depth of three feet normal to the
slope .
The spillway would consist of an ogee weir control section and a
concrete-lined apron placed in a cut through a saddle behind the left abutment.
The maximum depth of cut in the saddle would be about 35 feet with about 10 feet
E-10
being weathered rock and soil and the remainder being blocky and very hard raeta-
volcanic rock. The spillivay would have a discharge capacity of about ^9^000
second -feet which is the estimated peak flow of a once in a thousand year flood.
Because of the preliminary nature of this design, no consideration was given the
effect of surcharge storage in the reservoir on reducing the peak flows over the
spillway. The depth of water over the spillway lip during maximum flood dis-
charge would be 15 feet and the crest of the dam was set five feet above this
maximum water surface elevation.
Inflows to the reservoir from the proposed San Diego Aqueduct and
releases from the reservoir would be controlled by construction of an inclined
outlet tower ^50 feet in length on the left abutment, equipped vrt.th six 46-inch
diameter hydraulically operated butterfly valves located at various elevations
in order to permit releases from selected levels in the reservoir. The inlet -
outlet conduit would be a 78-inch diameter steel pipe encased in reinforced
concrete and located along the left abutment. At the downstream toe of the dam
the outlet conduit would divide into two 78-inch diaimeter branches, each equipped
with a i<-8-inch diameter cone valve located in the valve house. One branch would
be connected to the 78-inch diameter pipe line of the proposed aqueduct and the
other would be bulkheaded off for futiire connection to a possible second stage
barrel of the aqueduct.
Time of construction is estimated to be one year. Stream diversion
during construction could be effected through, the outlet conduit.
Relocation of about one mile of state highway and a bridge would be
required. In addition, the road through Proctor Valley would be improve! to
compensate for inundation of the road along Dulzura Creek.
A detailed cost estimate of Minnewawa Dam and Reservoir is sho^m on
Table E-k. For illustrative purposes, a plain, profile, and cross section of the
proposed dam are shown on Plate 22, entitled "Minnewawa Dam on Jaraul Creek" .
E-11
TABLE E-k
ESIVUW,D CCS'T OF VilhWMAMA DAM MD RESERVOIR
WII'H STORAGE CPJ:'ACTr;. OF 59,000 ACRS-5I3ET
(Based on prices pi-evailing in 1956)
Elevation of crest of dam: 720 feet,
U.S.G.S. datum
Elevation of crest of spill\ra,y: 700 feet
Height of dam to spillway crest, above
stream bed: 175 feet
Capacity of reservoir to crest of
spillvay: 59.000 acre-feet
Capacity of spillway with 5 -foot
freeboard: ^9,000 second-feet
Item
Unit
CAPITAI. COSTS
Qua ntity
Unit
price
Cost
Dam
Exploration
lump S'orii i
1 35,000
Diversion of stream
and
dex/atering of
fo'andatlon
lumTJ sum
15,000
Stripping topsoil
cu.yd.
71,ii-00
$ 0.50
35,700
Excavation for embarilmeat
Fouo.c'^ition
c^\.yd.
134,670
1.00
134,90c
I'^ora borrow pits
cu.yd.
S13-.70O
C.55
447,500
From stream bed
ca.yd.
1,518,700
0.40
e(r(,300
Emba.i}sment
Impervious
cu = yd .
707,600
0.16
113,200
Ranc.om
cu.yd.
1,320,600
0.1 4
164,900
Ra/idom, salvage
cu : yd ..
356,400
0.20
7:, 700
Riprap
CV\.3rd.
46,100
4.00
192,400
Drilling grout holes
lin.ft.
12,400
3 = 00
37,200
Press -a-e grouting
Cli o X U o
3,200
4.00
32,800
GraveT drains
cu.yd.
50,500
3.50
176,800
$2,084,600
Spillway
Excavation, unciassi
fied
cu.yd.
236,300
2.60
6l4,4oo
Coni;rete
Weir and cutoff
cu.ydo
700
40.00
28,000
Floor
cu.yd.
850
35^00
29,800
Walls
cu.yd.
70
45.00
3,200
Reinforcing steel
lbs.
118,000
0.15
17,700
693,100
Outlet Vi'orks
Excavation
Structures
Conduit
Backfill
Concrete
Condijiit and collars
Inlet structure
Gate chainber and
•/alve house
Reinforcing steel
Miscellaneous metal work lbs.
cu.yd.
cu.yd.
cu.yd.
l4,80O
12,600
8,300
2.50
2.30
2o50
37,000
31,500
20,800
cu.yd.
cu.yd.
1,S40
1,510
50.00
70.00
92,000
105,700
cu.yd.
lbs.
lbs.
80
200,000
23,200
80.00
0.15
C.65
6,400
30,000
15,100
E-12
ESTIMATED 30ST OF MINNEWAWA DAM MD RESERVOIR
WITH STORAGE CAPACITY OF 59,000 ACRE-?EET
(continued)
Item
: : Unit
Unit ; Quantity ; price
Cost
CAPITAL COSTS
Outlet Works {continued)
Steel pipe, 78-inch dia.
Cone valve, US-inch dia.
Butterfly valve, ^iS-inch
dia.
Asphalt apron-inlet
tower
Reservoir
Land and improvements
Clearing reservoir lands ac .
Road relocation
Subtotal
Administration and engineering, 10^
Contingencies, 15^
Interest during construction
TOTAL
lbs.
each
316,250
2
$ 0.30 $ 9^,900
20,000 U0,000
each
6
22,500 135,000
sq..ft.
U2,000
0.20 8,1'00
$ 616,800
ac.
1,100
lump sum 1,1^7,000
50.00 55,000
lump sum 255,000
1,^57,000
$u, 851, 500
ng, 10^
$ 485,200
727,700
121,300
$6,185,700
E-13
Vallecitos Dam and Resem-oir
The Vallecitos cLara site is located on a tributary to the San Luis Rey
River in the NW -^ of Sec. 13, T. 9 3-> R- 3 W. , S^B^B^Sb M. Stream bed elevation
at the site is about 770 feet. Reservoir areas and storage capacities were com-
puted from United States Geological Survey quadrangles at a scale of 1:24^000
with a contour interval of 20 feet and are shown in Table E-5.
TABLE E"5
AREAS AND CAPACITIES OF VALLECITOS RESERVOIR
Water siorface
Depth of water
elevation
Water surface
Storage capacity
at dam, in
feet
U.S.G.S. datum
in feet
area, in acres
in acre -feet
770
10
780
1
5
20
790
3
25
30
800
6
70
ko
810
12
160
50
820
20
320
60
830
25
^ko
70
8140
31
820
(So
850
40
1,180
90
860
50
1,630
100
870
61
2,180
no
880
76
2,870
120
890
92
3,710
130
900
110
4,720
lijO
910
120
5,870
150
920
1^
7,170
i6o
930
160
8,670
168
938
180
10,000
170
9ito
185
10,i+00
Topography at the site is rough with steep slopes. Based upon prelimi-
nary geological reconnaissance made by this Department, the Vallecitos dam site
is considered suitable for either a zoned earthi'ill or rockfill type of structure,
or, with more foundation preparation, a masonry dajci.
E-IJ4
Bedrock at this site is composed of moderately weathered Woodson
Mountain granodiorite of the Cretaceous age. It is greyish white In color,
moderately hard and of a coarse grain size. The joint system is fairly well
developed with exfloiation type joints being most common. A moderate amount
of grouting would be required for a grout curtain as the joints appear to close
with depth. There are no apparent shears, faults, or slides.
Regional seismicity is active, the site being approximately five miles
southwest of the Elsinore fault system.
The right abutment has an average slope of about 75 per cent with
outcrops occurring over approximately half the areal extent of the area to be
stripped. The slope falls away upstream and downstream. A break in slope occurs
at about 900 feet elevation. Creep was noted to be negligible and talus minor.
Stripping on this abutment would involve the removal of about two feet of soil
and loose weathered rock plus approximately seven feet of weathered and jointed
rock.
The left abutment has an average slope of about 70 per cent, falling
away upstream and downstream. Some loose boulders are present and this abutment
appears to be more deeply weathered than the right abutment. Minor creep was
noted. Stripping on this abutment would include removal of about three feet of
soil and loose weathered rock plus approximately seven feet of weathered rock.
The channel width is approximately 30 feet, with bedrock outcrops
occupying about 15 per cent of the channel area. Alluvixun therein is composed
of silt, sand, pebbles, cobbles, and boulders. Stripping would require removal
of about six feet of alluvium and loose weathered rock plus shaping of about
three feet of bedrock.
An aiAXiliary dam would be required in a saddle which is located about
1,000 feet southeast of the left abutment. Stripping of about five feet of soil
and loose weathered rock would be necessary there.
E-15
Earthfill materials are not available near the site in adequate quanti-
ties. Only about 2^,000 cubic yards of impervious fill material vera found to
be available in the reservoir area. There are about 182,000 cubic yeards of
inrper-zious fill material available in Rainbow Valley which is located about
one and one -half miles north of the d.ara site and another 71,000 cubic yards in
a small valley located about one mile southwest of Rainbow Valley. Pervious
material in adequate quantity could be obtained from the San Luis Rey River
channel at a haul distance of about eight miles. In order to reduce the amount
of material hauled from borrow areas, it was assumed that about 28,900 cubic
i^ards of pervious me-terial could be salvaged from the foundation excavation and
19,600 cubic yards from the spillway cut. Rock for riprap or for a rockfill
dam could be quarried from the sides of the reservoir.
For purposes of cost estimating a zoned earthfill dam was selected
with a height of 178 feet above stream bed and creating a reservoir with a
storage capacity of 10,000 acre-feet. The dam would have a crest elevation of
9U8 feet and side slopes of 3:1 upstream and downstream, requiring an embanlonent
quantity of 1,530,000 cubic yards. The crest v/idth would be 30 feet, consisting
of a ten-foot width of impervious core section and ten-foot widths for each of
the pervious sections. The impervious core section would have side slopes of
0.5:1 both upstream and downstream and would extend to bedrock, and the remainder
of the embankment would be made up of upstream and downstream pervious sections,
constinicted of materials considered to be relatively free -draining. Moderate to
heavy grouting would be necessary. Riprap, with a thickness of three feet normal
to the upstream face of the dam, would be necessary to protect the face against
wave action.
The spillway would be a concrete -lined chute with ogee weir control
section placed in a cut through the ridge forming the left abutment. Maximum
depth of cut would be about 35 feet with about five feet being overburden and
E-16
the remainder rock. The spillway would have a discharge capacity of about
3,400 second-feet, the estimated discharge of a once in a thousand year flood.
Because of the preliminary nature of this design, no consideration was given to
the effect of surcharge storage in the reservoir in reducing estimated peak flows
over the spillway. Depth of water above the spillway during maximum flood dis-
charge would be approximately five feet and the crest of the dam was assumed to
be five feet above the maximum water surface elevation determined thereby.
Releases from the reservoir would be effected through a submerged
inlet -outlet tower and controlled at a gate chamber under the main dam structure.
The inlet-outlet conduit would be a 36-inch diameter steel pipe, encased in
reinforced concrete from the tower to the gate chamber at the axis of the dam,
ajid in an access conduit from the gate chamber to the valve house at the toe
of the dam. A 36-inch butterfly valve would be placed in the line at the gate
chamber and a 24-inch cone valve would be placed in the line at the valve house.
The outlet conduit would be located along the right abutment.
It was estimated that time of construction would be one year, and
stream flow during construction could be diverted through the outlet conduit.
There are only a few improvements in the reservoir area which may
effect the purchase price of the lands therein, and no appreciable road relocation
work is anticipated. Since impervious borrow material would be obtained from
cultivated areas in Rainbow Valley, it was assumed for purposes of this estimate
that the borrow areas therein would be purchased in fee. The major part of the
pervious material would be imported from the San Luis Rey River Valley and would
be taken from land which has no apparent value for cultivation purposes.
It should be noted that a rockfill dam could be constructed at this
site with material quarried from the reservoir area. Only earthfill for the
impervious core or aggregate for a concrete face slab would need to be imported.
A detailed estimate of cost for an earthfill dam and reservoir at the Vallecitos
site is presented in Table E-6.
E-17
TABLE E-6
ESTIMATED COST OF VALLECITOS DAM MB RESERVOIR
WITH STORAGE CAPACITY OF 10,000 ACRE-FEET
(Based on prices prevailing in 1956)
Elevation of crest of dam: 9^8 feet,
U.S.G.S. datum
Elevation of crest of spillway: 938 feet
Height of dam to spillway crest, above
stream bed: l63 feet
Capacity of reservoir to crest of
spillway; 10,000 acre-feet
Capacity of spillway with 5 -foot
freeboard; S^'^-OO second-feet
"^
; Unit
^
Item
: Unit
: Quantity
: price
: Cost
CAPITAL COSTS
Dam
Exploration
lump sum
$ 17,500
Diversion of stream and
dewateriiig of
foundation
lump sum
2,500
Stripping topsoil
cu.yd.
25,700
$ 0.40
10,300
Excavation for embankment
Foij^idation
cu.yd.
36,200
1.10
39,800
From borrow pits
cu . yd .
277,000
0.55
152,300
From stream bed
cu . yd .
1,337,500
1.20
1,605,000
Embanlanent
liTiper'/ious
cu . yd .
241,600
o.i6
38,700
Pervious
cu.yd.
l,26U,if00
0.l4
177,000
Per-/i ous , salvage
cu.yd.
48,500
0.20
9,700
Riprap
cu . yd .
39,100
3.50
136,900
Drilling grout holes
lin.ft.
20,300
3.00
60,900
PressiJire grouting
cu.ft.
13,500
4.00
54,000
$2,304,600
Auxiliary Dam
Stripping
cu o yd .
1,100
0,50
600
Embanlnnent
Impervious
cu.yd.
15,000
0.70
10,500
Pex*vious
cu.yd.
32,300
1.35
43,600
Riprap
cu.yd.
4,120
3.50
l4,4oo
69,100
Spillway
Excavation, unclassified
cu.yd.
24,500
2.10
51,500
Concrete
Weir and cutoff
cu.yd.
150
40.00
6,000
Floor
cu.yd.
310
35.00
10,800
Walls
cu.yd.
50
45.00
2,200
Reinforcing steel
lbs.
4o,6oo
0.15
6,100
76,600
Outlet Works
Excavation
Structures
cu.yd.
150
2.00
300
Cond\iit
cu . yd .
5,900
2.50
l4,700
Backfill
cu . yd .
3,200
3.00
3,600
E-18
ESTIMATED COST OF VALLECITOS DAM AND RESERVOIR
WITH STORAGE CAPACITY OF 10,000 ACRE-FEET
(continued)
Item
• •
: Unit :
Quantity
: Unit :
price :
Cost
CAPITAL COSTS
Outlet Works (continued)
Concrete
Conduit and collars
Structures
Reinforcing steel
Miscellaneous metal work
Steel pipe, 36-inch dia.
Cone valve, 2i*-inch dia.
Butterfly valve, 36-inch
dia.
cu.yd.
cu.yd.
lbs.
lbs.
lbs.
1,300
300
102,000
9,200
72,300
$50.00 $
75.00
0.15
0.65
0.30
Ivaxg sum
lump s\m
65,000
22,500
15,300
6,000
21,700
12,000
5,500
$
166,600
Reservoir
Land and improvements
Clearing reservoir lands
Road relocation
ac.
mi.
200
0.63
iTjmp s\am
50.00
26,000
408,300
10,000
16, 400
434,700
Subtotal
$3,051,600
Administration and engineer
Contingencies, 15^
Interest during constructic
ing, 10^
n
$
$3
305,100
457,700
76,300
TOTAL
,890,700
(
000
E-19
San Marcos Dam and "Reservoir
The San Marcos dam site is located on San Marcos Creek in the SE ^
of Sec. 30, T, 12 S., R. 3 W., S.B.B.Se M. Stream bed elevation is about 310
feet, U.S.G.S. datum. Resein/-oir areas and storage capacities vere obtained from
United States Geological Survey quadrajigles at a scale of 1:2^4-, 000 with a contour
intei-val of 20 feet and are shown in Table E-7.
TABLE E-7
AREAS AND CAPACITIES OF SAN MARCOS RESERVOIR
Water surface
•
Depth of water
elevation
V/ater surface :
Storage capacity
at dam J in
feet
U.S.G.S.
datum
area, in
acres :
in acre -feet
in feet
:
310
10
320
1
5
20
330
15
85
30
3^
33
320
ko
350
60
790
50
360
98
1,580
60
370
liK)
2,770
70
380
190
4,420
80
390
230
6,520
90
4oo
280
9,070
100
4io
330
12,100
110
U20
370
15,600
111
i|21
375
16,000
120
430
420
19,600
130
kko
470
24,000
Ito
450
515
28,900
A preliminary geological reconnaissance of the dam site was made by
this Department. The site is located at the entrance of a rather narrow canyon
with steep slopes. Consideration of the topographic conditions and available
material indicates that a combination earth and rockfill type of dam is best
suited to the site.
The bedrock at this locality consists of a greenish grey, very hard,
fine to medium grained granitic rock which contains inclusions of a darker medium
E-20
grained rock •which could possibly be gabbro. Joints were noted i^ich extend to
an unknown depth. No faults or slides were noted, nor were shears apparent.
The general appearance of the area indicates that it is only moderately active
seismically.
The right abutment has an even slope of 65 per cent, falling away
sharply in the upstream and downstream dii^ctions. Outcrops occupy 5 per cent
of the surface area. There are no breaks in slope and creep is negligible.
It is estimated that about five feet of soil and loose weathered rock plus
eight feet of jointed bloeky rock would have to be stripped from this abutment.
The left abutment has an average slope of about 65 per cent. The bed-
rock is jointed and not as much exposed as on the right abutment. The soil and
weathered rock is about five feet in depth and the bedrock is jointed and bloeky
for a depth of about ten feet. Stripping would be necessary to an average depth
of about 13 feet.
The channel section is about kO feet wide with outcrops occupying 75
per cent of the surface area. Bedrock is veiy near the surface in the channel
section. Channel alluviiun consists of sand, cobbles and boulders to a depth
of about two feet in several small pockets. It is estimated that the channel
section would require stripping to a maximum depth of about seven feet.
Adequate qusmtities of earth and rockfill materials are available near
the site. About 985,000 cubic yards of material suitable for use in the imper-
vious section of the dam were found in the rese-C/oir area about one -half mile
to the northeast of the dam site. Additional impervious fill material may be
obtained from San Marcos Valley which is located about two and one -half ndles to
the northeast of the site by read. About 159^000 cubic yards of material for the
rock section could be salvaged from the spillway excavation. 520,000 cubic yards
of possibly pervious material is to be found in the reservoir area, apprcocimately
three -foui-ths of a mile east of the dam site.
E-21
For cost estimating purposes, a zoned earth and rockfill type dam
with a height oi'' 135 feet above scicasm bed was considered which would create a
reservoir storage capacity of 16.OOO ecre-feet. The dam would have a crest
elevation of kk^ feet and upstream and downstream side slopes of 2.5:1. The
crest width would be 30 feet, comprised of a iO-foot width for the impervious
core section and 10 -foot widths for each of the rockfill sections. The impervi-
ous core would have side slopes of 0.75 -o 1 upstream and downstream and would
extend to bedrock and the remainder of the dam embaLnicment would be made up of
upstream and downstream pervious sections constructed of pervious material.
Because there was doubt that the proposed pervious material would be free-
drainingj the slopes of the daiu were «.ssj.med to be flatter than ordinarily
required for a structure of this heigh.t. Pervious filter material would be
placed between the impei-zious core and the pervious fill because of expected
large sizes of rock in the latter material. Total fill would be i»-42,000 cubic
yards, and grading of the rock on the upstream face of the dam would be com-
pai-able to riprap to protect against wave ac^tion. Grouting along the axis of
the dam was assumed to be Kioiierate in amount as the open joints seem to tighten
considerably 'rtth depth.
The spill>7ay would be a concrete -lined chute with ogee weir control
section placed in a cut around the and of the dam on the left abutment. The
maximum depth of cut would be about 120 feet consisting of about five feet of
soil and weathered rock sjid the remainder in granodJ.orlte . The spillway would
have a discharge capacity of 30,600 second-feet, the estimated peak flow of a
once in a thousand year flood. Because of the prel3.minary nature of this design,
no consideration was given to the effect of surcharge storage in the reservoir
on reducing the estimated peak flows over the spillway. Depth of water above
the spillway during maximum flood di.scharge would be approximately I9 feet and
the crest of the dam was assumed to be five feet above the maximum water surface
elevation deteiinined thereby.
?'~22
Releases from the reservoir would be effected through a submerged
outlet tower equipped with a trash rack and controlled at a gate chamber under
the main dam structure at the proposed axis. The outlet conduit would be located
on bedrock along the right abutment. It would consist of a 36-inch diameter
steel pipe encased in concrete from the tower to the gate chamber and a 36-inch
diameter steel pipe placed in an access conduit extending from the gate chamber
to the valve house at the downstream toe of the dam. Releases would be regu-
lated by a 30-inch butterfly valve in the line located in the gate chamber,
and a 2U-inch cone valve placed in the line at the valve house.
Estimated time of construction is one year and stream diversion would
be effected through the outlet conduit. Construction of about k.h miles of
relocated county road would be required.
A detailed cost estimate of San Marcos Dam and Reservoir is presented
in Table E-8. It will be noted in the table that the cost of spillway excavation
constitutes a substantial portion of the total cost. This cost could be reduced
if the effect of surcharge storage on reducing the flood flow is taken into
account. Also, it may be more economical to build a higher dam which could
utilize a saddle spillway location behind the left abutment. The greater reser-
voir capacity created by a higher dam could be utilized to conserve natural run-
off or as a substitute for storage at some other location along the proposed
San Diego Aqueduct.
E-23
TABLS E-8
ESTIMATED COST 0? SM MAP;COS DAM AMD RESERVOIR
wriH sax)RAGE cAPAcrn of 16,000 acre-feet
(Based on prices prevailing in 1956)
Elevation of crest of dam: kk^ feet,
U.S.G.S. dati;m
Elevation of crest of spillway: ^21 feet
Height of dam to spillway crest, above
streain bed: 111 feet
Capacity of reservoir to crest of
spillway; l6,000 acre -feet
Capacity of spillway with 5 -foot
freeboard: 30,600 second-feet
Unit ; Quantity
Unit
price
Cost
CAPITAL COSTS
Dsjn
Exploration
Diversion of stream and
dewatsring of
founaation
Stripping topsoil
Excavation for embankment
Founda-tion
From borrow pits
From stream bed
Bnbanioaent
Iniper\-ious
Pervious
Rock, salvage
Drilling grout holes
Pressure grouting
Spillway
Excavation, unclassified
Concrete
Weir and cutoff
Floor
Walls
Reinforcing steel
Outlet Works
Excavation
Structures
Conduit
Backfill
Concrete
Conduit and collars
Structures
Reinforcing steel
Miscellaneous metalwork
Steel pipe, 36 -inch dia.
Cone valve, 2U-inch dia.
Butterfly valve, 30 -inch
dia.
lump sum $ 15,000
cu . ya .
cu.yd.
cu.yd.
cu.yd.
cu . yd .
cu . yd .
cu . yd. .
lin.ft,
cu . ft .
cu . yd .
lump sum
15,300 $ 0.5c
31.500
187,200
132,800
162,800
120,700
159,000
5,880
3,920
198,800
1.10
0.38
0.45
0.16
O.lif
0.20
3.00
4.00
2.50
5,000
7,700
34,700
71,100
59,800
26,000
16,900
31,800
17,600
15,700
497,000
cu.yd..
322
40.00
12,900
cu . yd .
630
35.00
22,000
cu . yd .
195
45.00
8,800
lbs.
90,4oo
0.15
13,600
cu . yd .
500
2.00
1,000
cu . yd .
4,100
2.50
10,300
cu.yd.
900
3.00
2,700
cu . yd .
980
50.00
49,000
cu . yd .
420
75.00
31,500
lbs.
126,000
0.15
18,900
lbs.
7,600
0.65
4,900
lbs.
57,000
0,30
17,100
lump sum
12,000
lump sura
5,000
$ 301,300
55^,300
152,400
E-24
ESTIMATED COST OF SAN MARCOS DAM AND RESERVOIR
WITH STORAGE CAPACITY OF l6,000 ACRE-FEET
(continued)
♦
Item : Unit
: Unit :
Quantity : price ;
Cost
CAPITAL COSTS
Reservoir
Land and improvements
Clearing reservoir lands ac.
Road relocation mi .
Access road
lump sum $
500 $ 50.00
U„4 20,000
lump sum
365,500
25,000
88,000
10,000 $ 488,500
Subtotal
$1,496,500
Administration and engineering, 10^0
Contingencies, 15^
Interest during construction
$ 149,600
224,500
37,400
TOTAL
$1,908,000
/
E-25
Woodson Dam and Reservoir
The Woodson dam site is in the NW -^ of Sec. 29, T. 13 S., R. 1 W.,
S.B.B.& M. Stream bed elevation is about 65O feet, U.S.G.S. datum. Reservoir
areas and storage capacities for various stages of water surface elevation were
obtained from United States Geological Survey quadrangles at a scale of 1:24,000,
with a contour interval of 20 feet, sjid are shown in Table E-9.
TABLE E-9
AREAS AMD CAPACITIES OF WOODSON RESERVOIR
Depth of water
at dam, in feet
Water surface
elevation
: Water surface
U.S.G.S. datum
: area, in acres
in feet
650
660
1
670
10
680
19
690
33
TOO
hi
710
61
720
75
730
88
7^
100
750
110
760
125
770
130
775
liK)
780
11^5
790
160
800
170
storage capacity
in acre -feet
10
20
30
ilO
50
60
70
80
90
100
110
120
125
130
lliO
150
5
60
200
k6o
860
1,400
2,080
2,900
3,8k)
4,890
6,060
7,340
8,010
8,730
10,200
11,900
The site is located at a prominent constriction formed by a ridge in a
rather small valley. Based upon a preliminary geological reconnaissance this
site is considered suitable for either an earthfill or masonry type of dam.
Bedrock of the area is a massive, grey-white, granodiorite of the
Cretaceous age. It is hard, medium grained in character, and fairly resistant
to weathering. The bedrock at the dam site is slightly blocky, exhibiting
widely spaced rectangular jointing. There are no apparent faults or shears and
E-26
no slides. The seisniicity of the area is moderate to low, the Elsinore fault
zone being approximately 20 miles to the northeast.
The right abutment has ein even 65 per cent slope falling away upstream
and downstream. Bedrock outcrops are prominent, making up approximately ^tO per
cent of the surface area. There are no breaks in slope, talus is minor and
creep negligible. Large loose blocks on the outcrops would need to be cleared
when stripping the abutment. For an earthfill structure, an average of about
two feet of soil and loose weathered rock plus about five feet of weathered
rock would be stripped on this abutment.
The left abutn^nt has an even slope of about 75 per cent falling away
sharply upstream and downstream. Bedrock outcrops make up about 60 per cent of
the surface area, exhibiting a slightly less weathered character than that of
the right abutment. Loose blocks up to ten feet in diameter would have to be
cleared from the surface when stripping. There are no breaks in slope, creep
is negligible and talus is minor. An average thickness of about one foot of
soil and loose weathered rock plus about five feet of weathered rock would be
sufficient stripping on this abutment for an earthfill dam.
Channel width is approximately 100 feet, with a few bedrock outcrops.
Alluvial fill covering the channel to an estimated average depth of eight feet
consists of silt, sand, and some gravel and scattered boulders. Stripping in
the channel would include about eight feet of alluvium plus about three feet
of weathered rock.
Only limited amounts of earthfill materials were found to be availa-
ble near the site. About 170,000 cubic yards each of impervious and random
fill material are contained in the stream chemnel extending for a distance of
about one mile upstream from the dam site. Residuum lying on the hillside above
Green Valley, approximately one mile west of the site, would provide about
230,000 cubic yards of impervious fill material, and additional impervious fill
E-27
could be oTrtained along the Poway -Green Valley road approximately I.5 miles
southwest of the dam site. Adequate quantities of raiidom fill material may be
obtained from the Poway formation which outcrops approximately five miles west
of the site. In addition, about 37,100 cubic yards of foundation excavation and
11,100 cubic yards of spillway excavation could be salvaged for use in the ran-
dom fill sections. Rock for riprap could be obtained from material excavated in
the spillway cut.
The dam would be of the zoned earthf ill type with a height of lUo feet
above stream bed, creating a reservoir storage capacity of 8,000 acre-feet.
Both upstream and downstream slopes would be 2.5:1 and the iinpervious section
would have slopes of 1:1. The dam would have a crest elevation of 790 feet and
would contain about 705,000 cubic yards of fill. The crest width of the dam
would be 30 feet, consisting of a ten-foot width for the impervious core and
ten-foot widths for each of the upstreajn and downstream random fill sections.
The iniper\?'ious core was assumed to extend to bedrock \^ere light grouting would
be required.
Because the random fill material in the upstream and downstream sec-
tions is not considered to be free -draining, gravel drains would be provided at
the downstream face of the impervious core to remove any leakage occurring
through the impervious section and at the abutment contacts. A gravel blanket
with a thickness of six feet normal to the downstream face of the impervious
section would be placed at the contact between the impervious and random fill
and would extend to a height of two-thirds of the distance between the stream
bed and the spillway lip. Intercepted seepage would be carried away from the
base of the blanket to the downstream toe of the dam by gravel drains. The up-
stream face of the random fill section would be protected from wave action by
riprap placed to a depth of three feet normal to the slope.
E-28
The spillway would consist of an ogee weir control section and a
concrete -lined apron placed in a cut through a saddle behind the left abutment.
The maximum depth of cut in the saddle would be 25 feet consisting of about five
feet of residuum and weathered rock and about 20 feet of granodiorite . The
spillway would have a discharge capacity of 9^^0 second -feet, which is the
estimated peaJc flow of a once in a thousand year flood. Because of the pre-
liminary nature of this design, no consideration was given to the effect of sur-
charge storage in the reservoir in reducing the estimated peak flows over the
spillway. Depth of water above the spillway lip during majtimum flood discharge
would be approximately ten feet and the crest elevation of the dam was assumed
to be five feet above the maximum water surface elevation so defined.
Releases from the reservoir would be effected through a submerged
inlet -outlet tower. The inlet -outlet conduit would consist of a 30 -inch diameter
steel pipe encased in reinforced concrete from the tower to a gate chamber under
the dam structvire at the proposed axis, and a 30-inch diameter steel pipe placed
in an access conduit extending from the gate chamber to the valve house at the
toe of the dam. Releases would be regulated by a 30-inch butterfly valve placed
in the line at the gate chamber ajnd a 2i4--inch cone valve placed in the line at
the valve house.
Estimated time of construction is one year, and stream flow could be
diverted through the outlet condioit during construction.
Included in the cost of lands and improvements is the cost of acquisi-
tion of land from which borrow material would be obtained and which lies outside
the reservoir area.
A detailed cost estimate for Woodson Dam and Reservoir is presented
in Table E-10.
E-29
TA3:':s s-io
ESTBIVCED COST 0^ WOODSOW DM MI> RESERVOIR
WJITK STORAGE CAPACITY OF 8,000 ACFJ^l-FEET
(Based on prices prevailing in 195^)
Elevation of crest of dam: 790 feet,
U.3.G.S. datvja
Elevatio.a of crest of spillway: 775 i'eet
Height of dam to spillway crest, above
stream bed: 125 feet
Capacity of reser%'oir to crest of
spillway: 8,000 acre-feet
Capacity of spillway \rith 5 -foot
freeboard: 9,U00 second-feet
Item
: : Unit
Unit : Quantity : price
Cost
CAPITA!. COSTS
Dam
Exploration
luup sum $ 15,000
Diversion of stream, and
devatering of
fouiidation
lump sum
5,000
Stripping topsoil
cu.ytic
8,060
$ 0.50
4,000
Excavation for eabanlatient
Foi^iiidation
cu > yd .
Ul,030
1.25
51,600
Froifl borrow pits
cu.ydo
393,200
0.60
235,900
From quarry
cu.yd.
320,iiOO
O.i^O
126,200
Erabankiiieiit
Inpervious
cu.yd.
276,600
0.16
44,600
Randora
cu.yd.
3'^ 1,900
014
47,900
?.andora, fsalvage
cu.yd.
48,200
0-.20
9,600
Rock, riprap
cu^yd.
17,200
3 = 50
60,200
Drilling s-out holes
linoft.
8,6kO
3.00
25,900
PresatAre grouting
cu.ft»
5,760
it. 00
23,000
Gravel drains
cu.yd.
19,370
3.50
67,600
Spillway
Excavctiou, \mclassified
cu.yd.
33,300
2.40
79,900
Concrete
Weir and cutoff
cu.yd.
190
40.00
7,600
Floor
cu.yd.
300
35 "00
10,500
walls
cu.yd.
60
45.00
2,700
Reinforcing steel
lbs.
4l,800
0.15
6,300
Outlet VJorks
Excavation
Stni.ctu:res
Conduit
Backfill
Concrete
Conduit and collars
Stro.ctares
Rei.iforcing steel
Eiscellaneovis metalwork
Steel pipe, 30~inch dia.
cu . yd .
cu . yd .
cu-ji-d.
cu.yd.
cu.yd.
lbs.
lbs.
lbs.
100
2 00
3,380
2:50
i,l4o
3.00
1,010
50.00
250
75 = 00
88,800
0.15
6,000
0.65
.46>,oOO
0.30
$ 718,700
107,000
200
9,700
3,400
50,500
18,800
13,300
3,900
14, 600
E-30
ESTIMATED COST OF WOODSON DAM AND RESERVOIR
WITH STORAGE CAPACITY OF 8,000 ACRE-FEET
(continued)
Item
: : Unit
Unit ; QueLntity ; price
Cost
CAPITAL COSTS
Outlet Works (continued)
Cone valve, 2U-inch dia.
Butterfly valve, 30-inch
dia.
Reservoir
Land and improvements
Clearing reservoir lamds ac.
Road relocation mi.
Subtotal
Administration and engineering, 10^
Contingencies, 15^
Interest during construction
TOTAL
l\mp sum $ 12,000
lump sum 3,000 $ 131, UOO
lump sura
170 $75.00
2.1 25,000
U35,600
12,800
52,500
500,900
$1,458,000
$ li^5,800
218,700
36,500
$1,859,000
E-31
CcU'i-oll ^js fuid Reseiyoir
The Carroll clam site is located o.i a tritutary to Carroll Canyon in
the NE Ijk of Sec. 32, T, l4 S., R. 2 sv., S.B.B.&M. Stream bed elevation at
the site is about 575 feet. Pieser-^oir areas aad storage capacities for various
water siirface elevations were obtained from United States Geological Suirvey
q'iadrangles at a scale of 1:2^1,000,, with a contour interval of 20 feet, and
are shown in Table E-11.
TABLE E-11
AREAS AND CAPACITIES OF CARROLL RESEPT/OIR
Water surface
Depth of water
elevation
Water surface
Storage capacity
at dam, in feet
U.S.G.S. datum
area, in acres
in acre -feet
in feet
575
5
580
15
590
25
600
35
610
i^5
620
55
630
65
640
75
650
85
660
95
670
105
680
115
690
125
7'X)
135
710
139
71^
1U5
720
150
725
2
5
7
50
11
140
16
280
22
460
28
720
38
1,040
50
1,480
64
2,060
79
2,770
96
3,640
120
4,700
l40
6,000
165
7.530
180
8,220
190
9,300
210
10,300
Topography of the dam site aad reservoir area is low in relief.
Intermittent streams have developed ii-regu3-ar ridges and gvaiies. Preliminary
geological reconnaissance by this Department in 1956 indicated that an earth-
fill dam strv.cture is the most s-jitable for this site, considering topographic
and foundation conditions and availability of construction materials.
E-.52
Bedrock in the area is overlain by a thick section of conglomerate,
identified as the Poway conglomerate of the Eocene age. Bedrock outcrops
observed consisted of volcanics tentatively identified as the Santiago Peak
formation. The abutments and channel section of the dam site are meta-volcanic
bedrock. The rock is very hard, aphanitic, blue black in color, and moderately
blocky to very blccky. Locally, the rock exhibits foliation and some recemented
breccia. No faiilts are apparent, but shears are prominent in the spillway cut
of a small dam existing upstream from the proposed dam axis. Moderace to
closely spaced jointing is evident but it appears to close with depth. The
reservoir area is in the conglomerate formation, which is moderately weathered,
buff to red brown in color, and slightly cemented.
The right abutment has an even slope of about 50 per cent, falling
away upstream and downstream. Outcrops occupy 10 per cent of the surface area.
No lajidslides or talus were noted and creep is negligible. Required stripping
on this abutment would include about two feet of soil and loose weathered rock
plus about six feet of weathered rock.
The left abutment has an even slope of 55 per cent falling away up-
stream. There are no breaks in slope amd outcrops occupy 15 per cent of the
surface area. Creep is negligible and no landslides or t£j.us were noted. It
is estimated that about two feet of soil and loose weathered rock and about
eight feet of weathered rock would be stripped from this abutment.
The channel width is 30 feet and bedrock outcrops occupy about 10 per
cent of that width. Unconsolidated material in the chsumel consists of
boulders, cobbles, and sand, to en approxl\Tiate depth of two fset. Striping
for an earthfill structure would require removal of an average of two feet of
channel fill plus foxor feet of weathered rock. It should be noted that there
is a small rockfill dam with a concrete diaphragm located at the upstream edge
of the presently considered construction site, which structure could be incor-
porated into the proposed structure. Moderate grouting of the dam foundation
wo\ild be required.
E-33
Suitable impen/ioiis material is not available in the ressrvoir area.
However^ appi'oximately 2^1,000 cubic j-ards of impei'vioiis material occiats north-
west of the site in Los Penasquitos Canyon and in a tributary stream at a
maximum distance of about 3«0 miles. Pervious material in adequate supply
could be obtained from the conglomerate in the reservoir area. This material
is not considered to be free-draining and is therefore classified as random
fill. Approximately 80,200 cubic yards of pervious material conoid be salvaged
from the foundation and spillway excavations »
The proposed dam would have a height of 15O feet above stream bed and
would create a reservoir with a storage capacity of 8,000 acre-feet. The dam
would have a crest elevation of 725 feet, and side slopes of 2,5:1 upstream and
downstream. The crest width wotad be 30 feet, consisting of a 10-foot width for
the crest of the impervious core and 10-foot widths for the crests of each of
the upstream and downstream random fill sections. The impervious core section
woiild have side slopes of 1:1 for its upstream an.d downstream faces and would
extend to bedrock. Upstream and downstream random fill sections wouJ.d make up
the remainder of the embankment. The upstream fac^;, of the dam would be pro-
tected against wave action by rock riprap to a depth of three feet normal to
the upstream face.
A low dike about 1,700 feet in length would be required along the
ridge foraing the left abutment. This woiild be an earthfill structure similar
to the main dam. The total fill in both embankments would be about 95^,000
cubic yards.
The spillway would be a concrete -lined chute with ogee weir control
section placed in a cut located around the end of the dam on the right abutment.
The maxim\mi depth of cut would be about 20 feet with about 10 feet being in
overburden and 10 feet in conglomerate underlain by volcanic rock. The spill-
way would have a discharge capacity of 1^200 second-feet, the estimated peak
flow of once in a thousand year flood. For this estimate, the effect of sur=
charge storage on the reservoir Eirea was not considered in determination of
the reqviired discharge capacity of the spillway structure. During maximim dis=
charge, the depth of water above the spillway would be about six feet and the
crest of the dam was assumed to be five feet above the meucimum water stirface
elevation so defined.
Releases from the resei°voir wovild be effected through a submerged
outlet tower equipped with a trash rack structure, and controlled at a gate
chamber located \mder the main dam structvire at the axis of the damo I'he
inlet -outlet conduit would be a 36-inGh diameter steel pipe encased in rein=
forced concrete from the tower to the gate chamber and a 36=inch steel pipe
placed in an access conduit extending from the gate chamber to a valve house
at the toe of the dam. Releases would be regulated by a 36=inch butterfly
valve located in the gate chamber and a 24°inch cone valve located in the
valve house.
Time of construction is estimated to be one yeax, and during con-
struction stream flow woxild be passed through the outlet conduit. There are
no roads or utilities within the eur-ea of the proposed reservoir. The cost of
land outside of the reservoir area from which borrow material would be obtained
is included in the estimate of costs of reservoir lands and improvements here-
inafter presented.
A detailed estimate of the cost of Carroll Dam aad Reservoir is pre-
sented in Table E-12.
E-35
TABLE E-12
ESTIMATED COST OF CABEOLL BAM AND RESERVOIR
WITH STORAGE CAPACITY OF 8,000 ACRE-FEET
(Based on prices prevailing in 1956)
Elevation of crest of dam: 725 feet,
U.S.G.S. datum
Elevation of crest of spillway: 71^ feet
Height of dam to spillway crest, above
stream bed: 139 feet
Capacity of reservoir to crest of
spillway: 8,000 acre-feet
Capacity of spillway with 5 -foot
freeboard: 1,200 second-feet
:
:
: Unit :
Item
: Unit
: Quajitity
: price :
Cost
CAPITAL COSTS
Dam
Exploration
lump sum $
20,000
Diversion of stream and
dewatering of
foujadation
Ixjmp sum
5,000
Stripping topsoil
cu.yd.
3i^,600
$ 0,50
17,300
Excavation for embankment
Jbundation
cu.yd.
90,600
0.90
81,500
Frtxji borrow pits
cu.yd.
U47,70G
0.55
246,200
From quarry
cu.yd.
520,700
0.60
312,400
Embankment
liTipers/lous
cu.yd.
389,300
0.16
62,300
Pei'vious
cu^yd.
i^52,800
O.li^
63,400
Pervi ous , salvage
cu . yd .
81,200
0.25
20,300
Riprap
cu.yd.
30,900
3.00
92,700
Drilling grout holes
lin.ft.
3/720
3.00
11,200
Pressure grouting
cu.ft.
2U,800
4.00
99,200 $1,031,500
Spillway
Excavation, unclassified
Concrete
Weir and cutoff
Floor
Walls
Reinforcing steel
Outlet Works
Excavation
Structures
Conduit
Backfill
Concrete
Conduit and collars
Stiractures
Reinforcing steel
Miscellaneous metalwork
Steel pipe, 36-inch dia.
Cone valve, 24-inch dia.
Butterfly valve, 36 -inch
dia.
cu.yd.
cu . yd .
cu.yd.
cu.yd.
lbs.
10,500
1.70
40
40.00
100
35.00
30
45.00
12,200
0.15
17,900
1,600
3,500
1,400
1,800
26,200
cu.yd.
150
2.00
300
cu.yd.
4,100
0.90
3,700
cu.yd.
950
3.00
2,900
cu.yd.
1,090
50.00
54,500
cu.yd.
300
75.00
22,500
lbs.
106,500
0.15
16,000
lbs.
9,000
0.65
5,900
lbs.
58,500
0.30
17,600
lump sijm
12,000
lump sum
5,500
l4o,900
E-36
ESTIMATED COST OF CARROLL DAM AND RESERVOIR
WITH STORAGE CAPACITY OF 8,000 ACRE-FEET
(continued)
Item
Unit :
Qiiantity
Unit
price
Cost
CAPITAL COSTS
Reservoir
Lajid and in^jrovements
Clearing reservoir lands ac.
Access road
Subtotal
Administration and engineering, 10^
Contingencies, 15^
Interest during construction
TOTAL
lump sum $ 163,200
210 $U0.00 8,lj-00
lump sum 10,000 $ 181 , 6OO
$1,380,200
$ 138,000
207,000
3^^,500
$1,759,700
E-37
Enlargement of San Vicente Reservoir
The existing San Vicente Dam is a straight concrete gravity structure
with central overpour spillway ending in a concrete bucket section. It is I90
feet in height from stresun bed to spillway crest, has a crest length of 98O feet,
and creates a reservoir with a storage capacity of 90;230 acre-feet. Elevation
of the spillway lip of the dam is 6pO feet. The outlet works consist of a semi-
circular tower attached to the upstream face of the dam. At 30-foot increments
of elevation saucer valves are provided which are operated from a control plat-
form at the top of the tower. Ttiree 36-inch diameter cast-iron outlet pipes
discharge through the dam from the base of the tower. Two of the outlet pipes
are provided with valves at a valve ho"ase at the downstream toe of the dam,
and the third is covered by a blind flange.
Water surface areas and reservoir storage capacities for various
stages of water surface elevation were obtained fi-om a table supplied by the City
of San Diego dated August 27, 19^3^ and are shown in Table E-I3 for the portion
of the reservoir above the spillway lip elevation of the existing dam.
TABLE E-13
AREAS AND CAPACITIES OF ENIARGED SAN VICENTE RESERVOIR
Water surface
Increase
in
elevation
Water su:
-face :
Storage capacity
depth of water
U,S.G.S. datum
• area, in
acres :
in acre -feet
at dam, in
feet
in feet
650
1,070
90,200
5
655
1,090
95,600
10
660
1,110
101,100
15
663
1,140
106,800
20
670
1,160
112,500
21
671
1>170
113,700
25
675
1,190
118, too
30
680
1,210
124, too
35
685
1,230
130,500
E-38
Bedrock at the San Vicente Dam is composed of moderately jointed
granitic and metamorphic rock which is hard and durable when fresh. No evidence
of faulting was observed at the dam or in the nearby vicinity. The area is con-
sidered to be moderately active seismically as the Elsinore fault zone lies 2k
miles to the northeast. The pointing of the foundation material is moderately
strong with generally clean joints.
Many loose boulders are present and the depth of weathering varies
with rock type. Stripping estimates for the right abutment would necessitate
removal of about five feet of weathered rock and about five feet of jointed
bedrock. The channel section downstream from the existing structure would
require removal of about 12 feet of alluvial fill. Stripping on the left abut-
ment would consist of the removal of about eight feet of weathered rock and
about five feet of jointed metamoirihic rock.
The existing dam was constructed with the consideration in mind of
raising it at some future date, by adding concrete on the downstream side.
Although grouting work done during the original construction work was based
upon requirements for a higher dam, additional grouting may be required for the
raising operations herein considered. No stepping or other special treatment
was given to the downstream face of the existing dam to facilitate keying in the
new concrete work. Studies indicate that special methods of construction will
be required to properly place the new concrete on the old surface with due
allowance smd consideration for shrinkage due to cooling ajid settling. A
further problem presented is that of securing a good seal along the upstream
contact between the old structure and the new section. The surface between the
new and old concrete must be thoroughly drained, and galleries provided to per-
mit inspection of such drainage. In order to increase the stoi-age capacity of
the reservoir about 23,000 acre -feet, the crest of the spillway would be raised
E-39
21 feet above its present elevation to an elevation of 67I feet. Height of the
enlp^'ged dam would be 211 feet from str.'eam bed to spillway crest.
For cost estimating purposes the plan of enlargement contemplates
making the upstream face of the new work vertical, and providing a batter of
0.8:1 on the downstream face. The capacity and other features of the spillway
would be similar to those now existing. Tlie crest ■v/idth of the raised dam
would be 30 feet. The outlet tower would be raised by removing the existing
operating platform and then extending the tower. Tixe original design of the
tower included allowance for this extension. A 36 -inch diameter butterfly
valve would be installed in the tower near the base of the new lift, and a
24-inch diameter cone valve would be placed in the outlet pipe which is
presentlj"- plugged. iTo temporary outlet works would be necessary during the
enlargement work, and it was assumed tha,t there would be no appreciable inter-
ference with reservoir operation.
The City of San Diego now owns rights of way required for the enlarge-
ment, and no highway or utility relocation would be Involved. A detailed esti-
4.
mate of cost of enlargement of San Vicente Dam is presented in Table E-l4.
E-4o
TABLE E-lk
ESTIMATED COSTS OF ENLARGEMENT OF SAN VICENTE RESERVOIR
TO A STORAGE CAPACITY OF 113,000 ACPJl-FEET
(Based on prices prevailing in 1956)
Elevation of crest of dam: 680 feet
U.S.G.S. datiim
Elevation of crest of spillway: 67I feet
Increase in depth of water: 21 feet
Increase in capacity of reser-
voir: 23,000 acre-feet
Capacity of spillway with . 5 foot
freeboard: 26,000 second-feit
Item
: : Unit
Unit ; Quantity : price
Cost
CAPITAL COSTS
Dam
Exploration and
grouting
Existing concrete
preparation
Excavation
Mass concrete
Cooling concrete
Spillway and Parapet Walls
Reinforced concrete
Reinforcing steel
Outlet Works
Control house
construction
Butterfly valve, 36-inch
diameter
Cone valve, 2U-inch dia.
Miscellaneous metalwork
Iximp sum
$ 25,000
sq.yd.
cu . yd .
cu.yd.
cu.yd.
16,000
36,000
167,000
167,000
$ i+.OO
3.00
17.50
0.50
6k, 000
108,000
2,922,500
83,500
$3,203,000
cu.yd.
lbs.
kso
36,000
45.00
0.15
lump sum
22,000
5,^00
15,000
27,1+00
each
each
lbs.
1
1
129,000
5,000
12,000
0.65
5,500
12,000
83,800
116,300
Reservoir
Clearing ac .
Subtotal
Administration emd engineering, 10^
Contingencies, 15^
Interest during construction
TOTAL
100
50.00
5,000
$3,351,700
$ 335,200
502,800
83,800
$1^,273,500
E-Ul
Enlargement of Lower Otay Reservoir
Lower Otay Resex'voir is created by the existing Savage Dam on the Otay
River wliich was constructed in 1919- The dam is a curved concrete gravity struc-
ture -vrith a height of about 1^5 feet from stream bed to crest of dam and a crest
length of about 750 feet. It has a central overpour spillway ending in a con-
crete bucket section and an ai^iliarj"- chute spillway located on the left abut-
ment. Flash boards were installed on the spillways in 1923 to raise the maxi-
mum water surface to an elevation of ^91 feet, and creating a storage capacity
of about 56,300 acre -feet.
Water surface areas and reservoir storage capacities for enlargement
of Lower Otay Reservoir were computed from United States Geological Survey
quadrangles with a scale of l:2i<-,000 and a contour intei^'al of 20 feet, end
are shorn in Table £-15- An increase in storage capacity of about 5^,000 acre-
feet could be accomplished by raising the normal water surface approximately 36
feet to an elevation of about 52? feet.
TABLE E--15
AREAS AM) CAPACITIES OF EiMLARGED J/MER OTAY RESERVOIR
Water surface
Increase
in
elevation
Water surface
Storage capacity
depth of water
U.S.G.S. datum.
area, in acres
in acre -feet
at dam, in
feet
in feet
i^91
1,120
56,300
9
500
1.370
67,500
19
510
1,580
82,200
29
520
1,770
99,000
36
527
1,890
111,800
39
530
1,940
117,600
h9
5J^0
2,120
137,800
Bedrock at the Savage dam site consists of a grey-black meta-volcanic ,
presumed to be of the Sajitiago Peak group. It is a hard, fine to coarse grained.
E-i|2
I
massive to fractured, rock that develops blocky outcrops. The seisinicity of
the area is moderate to low. No faults were observed near the axis. However,
small shears were noted. The additional grouting requirements for an enlarged
structure should be moderate as the fractures appear to close with depth.
The right abutment slope is fairly uniform above the existing dam.
Stripping for a concrete structure would include removal of about two feet of
soil and about ten feet of weathered and fractured bedrock. In the channel
section an estimated 15 feet of overburden would be removed under the base cf
the new concrete work to shape the bedrock and key in the new work with the old
structure. The left abutment above the existing dam would require removal of
about two feet of soil plus about 15 feet of fractured and weathered rock for
the new concrete structure. To raise the existing structure, the axis on the
left abutment would be realigned for best utilization of the conformation of
the slope.
Although Savage Dam was not constructed with the consideration of
raising it, the difficulties involved are not insurmountable. The special con-
struction methods and precautions required would be simj.lar to those necessary
to raise San Vicente Dam. In addition, the soundness of the existing concrete
structure and foundation should be ascertained prior to any enlargement. Tlrie
additional concrete would be placed with the upstream face vertical ajad a batter
of 0.8:1 on the downstream face. Tlie crest width would be 30 feet.
The new spillway structures would have a discharging capacity of 65,000
second-feet which is the estimated peak flow of the once in one thousand year
flood flow without allowance for the effect of surcharge storage on the reser-
voir surface. The new spillway structure would be a central overpour with a
concrete bucket section smd an axoxiliary overpour spillway located on r;he left
abutment. The spillways would be provided with five tainter gates, each 15 feet
high and kO feet wide; three of which would be installed in the central section
E-43
and tvo on tlie au::lliai'y section, ^.ese gates could be operated so as to pass
the Tiiore frequent :?ioods through the centr£.l spillway with only emergency use
of the a\ixiliary spillway on the left abutiaent where spil3.way discharges could
result in some erosional effects.
A new inlet tower would be constructed in the reservoir for the raised
stinicture. The tower would have a height of about 150 feet and a diameter of l8
feet. Releases would be controlled by eight ii^-inch diameter butterfly valves
installed at selected elevations in the toxver. Although a special connection
would be required between the new tower and the existing outlet tunnel, it is
believed that there is Mequate capacity in the tiinnel to accommodate the
increased releases of water. Constamction of the nev7 otitlet tower could only
be accoiirpllshed with the existing reser/oir at a very low stage. However, it
would be possible to defer its construction until the proposed Ssm Diego Aqueduct
were completed to the vicinity of Otay Reservoir and provide water service
through, the aqueduct wliile constiTiction. operations were proceeding.
If the water surface of Lov^er Otay Reseivoir were raised, there would
be a possibility of leaJiage through the permeable San Diego formation which forms
the upper portion of the west sice of the reservoir closure. To prevent this a
blanket of impervious material averaging six feet in thickness would be placed on
approxiras.tely 250 acres of the formation subject to inmida/bion. The clay blanket
would be protected from ijave action by a layer of gravel about I.5 feet in thick-
ness normal to the slope.
Two small auxiliary dams would be required in saddles along the westerly
edge of the reservoir. Tliey would each have a height of about 20 feet, crest
lengths of about UOO feet, and contain approximately 15,000 cubic yards of fill.
Enlargement of Lower Otay Reservoir would require the relocation of
about seven miles of county road along its northerly and westerly edges.
E-kk
It is estimated that approximately 620 acres of additional rights of
way would he purchased to accommodate the contemplated 36-foot rise in water
surface elevation.
A detailed estimate of the cost of raising Savage Dam is presented in
Table E-I6.
E-45
TABLE E-16
ESTIMATED COSTS OF ENLARGEMENT OF LOWER OTAY RESERVOIR
TO A STORAGE CAPACITY OF 112,000 ACRE -FEET
(Based on prices prevailing in 1956)
Elevation of crest of dam: 532 feet,
U.S.G.S. datum
Elevation of top of gates: 52? feet
Increase in depth of water: 36 feet
Increase in capacity of reser-
voir: 56,000 acre -feet
Capacity of spillways with ?-.5-foot
freeboard: 65,000 second-feet
: ;
: Unit
:
Item
: Unit ;
: Quantity
: price
: Cost
CAPITAL COSTS
Dam
Exploration and grouting
limip sum
$ 50,000
Existing concrete
preparation
sq.yd.
7,600
$ U.OO
30,U00
Excavation
cu.yd.
37,000
3.00
111 , 000
Mass concrete
cu . yd .
lU9,000
17.50
2,607,500
Cooling concrete
cu . yd .
lU9,000
0.50
74,500
$2,873,400
Spillway
Gates and hoists
lump sum
200,000
Reinforced concrete
cu.yd.
1,260
45.00
56,700
Reinforcing steel
lbs.
9^^,600
0.15
14,200
Bridge
lump sum
30,000
300,900
Outlet Works
Connection to outlet
tunnel
lump s\m
10,000
Concrete tower
cu . yd .
720
80.00
57,600
Concrete base
cu.yd.
660
30.00
19,800
Reinforcing steel
lbs.
125,600
0,15
18,800
Butterfly valve, i+8-inch
dia.
each
8
8,000
64,000
Miscellaneous metalwork
lbs.
112,000
0.65
72,800
243,000
Reservoir
Land and improvements
lijmp sum
124,000
Road relocation
lump simi
328,000
Axixiliary dam
each
2
15,000
30,000
Clay blanket
lump s\jm
1,815,000
2,297,000
Subtotal
$5,714,300
Administration and engineering, 10^
$ 571,400
Contingencies, 15/0
857,100
Interest during construction
142,800
TOTAL
$7,285,600
E-46
\
THIS BOOK IS DUE ON THE LAST DATE
STAMPED BELOW
RENEWED BOOKS ARE SUBJECT TO IMMEDIATE
RECALL
r
California. Dept, of
water resources.
rv.TT .x^^
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