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 Department of Water Resources 
 
 SALINITY INCURSION 
 AND WATER RESOURCES 
 
 APPENDIX to BULLETIN No. 76 
 
 DELTA WATER FACILITIES 
 
 Preliminary Edition 
 
 APRIL 1962 
 
 EDMUND G. BROWN WILLIAM E. WARNE 
 
 Admr'nistrofor 
 Governor j^g Resources Agency of California 
 
 State of California °"'^ ^''^'=*°' 
 
 Department of Water Resources 
 
state of California 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 Department of Water Resources 
 
 SALINITY INCURSION 
 AND WATER RESOURCES 
 
 APPENDIX to BULLETIN No. 76 
 
 DELTA WATER FACILITIES 
 
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 APRIL 1962 
 
 EDMUND G. BROWN 
 
 Governor 
 
 State of California 
 
 
 
 
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 LIBRARY 
 w«,^'ir^iTy OF CAUPGRMIi 
 
 »\o' 
 
 WILLIAM E. WARNE 
 
 Administrafor 
 
 The Resources Agency of California 
 
 and Director 
 
 Department of Wafer Resources 
 
FOREWORD 
 
 This appendix to Bulletin No. 76, "Delta Water Facilities", 
 is one of six appendices upon which were based the recommendations and 
 conclusions in Bulletin No. 76. Other appendices are entitled: 
 
 Economic Aspects 
 
 Delta Water Requirements 
 
 Recreation 
 
 Plans, Designs, and Cost Estimates 
 
 Channel Hydraulics and Flood Channel Design 
 
 Data and analyses contained in this appendix were utilized to 
 determine the present and future quantity and quality of water supplies 
 within the Delta and to determine the conditions under which the State 
 Water Facilities must operate within the Delta with the various facilities 
 proposed in Bulletin No. 76 constructed therein. In general, the con- 
 ditions imposed result from conservative assumptions of available water 
 supply and Delta channel hydraulics. 
 
 Since Bulletin No. 76 is a preliminary draft designed to assist 
 local agencies in evaluating the means by which local Delta problems can 
 be solved within the structure of the State Water Resources Development 
 System, all conclusions presented in this appendix must be considered 
 preliminary. Following local review and public hearings on Bulletin No. 76, 
 a final report will be issued, which will incorporate comments and 
 suggestions pertinent to the appendices as well as the summary report. 
 The final report will describe the essential minimum facilities and 
 those economically justifiable options requested by local interests. 
 
 iii 
 
TABLE OF CONTENTS 
 
 Page 
 
 FOREWORD iii 
 
 CHAPTER I. INTRODUCTION 1 
 
 Delta Water Facilities 1 
 
 Piirpose of Studies 2 
 
 Scope of Studies 2 
 
 Area of Investigation k 
 
 Related Studies and Reports » . . . . k 
 
 CHAPTER II. DELTA CHANNEL HYDRAULICS 7 
 
 Sacramento-San Joaquin Delta 7 
 
 Tidal Conditions in Delta Channels 9 
 
 Tide Recorders 15 
 
 Water Surface Elevations » . . . . l6 
 
 Tidal Prism l6 
 
 Flow Conditions in Delta Channels 17 
 
 Distribution of Tidal Flows 26 
 
 Distribution of Net Flows, Sacramento River System .... 26 
 
 ^^ Sutter and Steamboat Sloughs 27 
 
 Georgiana Slough and Delta Cross Channel ...... 27 
 
 North and South Forks of Mokelumne River 28 
 
 Threemile Slough 30 
 
 Confluence of the Sacramento and San Joaquin Rivers . . 31 
 
 Distribution of Flow in San Joaquin River System 32 
 
 CHAPTER III. SALINITY INCURSION 35 
 
 Salinity Conditions in Sacramento-San Joaquin Delta 36 
 
 Historical Salinity Conditions ..... 36 
 
 V 
 
Page 
 
 Present Salinity Conditions y^ 
 
 Factors Affecting Salinity Conditions i+O 
 
 Records of Salinity Incursion 14.3 
 
 Four -day Salinity Observations I1.3 
 
 U. S. Bureau of Reclamation Salinity Recorders ... 44 
 
 Special Salinity Observations 1+7 
 
 Chloride -Ion Analyser US 
 
 Relationship of Salinity Incursion to Delta Outflow . . . U8 
 
 Bulletin No. 2? Salinity-Outflow Relationship ... 49 
 
 Tidal Diffusion 50 
 
 Mean Tidal Cycle Surface Zone Salinity .... 52 
 
 Evaluation of Bulletin No. 27 Salinity- 
 Outflow Relationship 54 
 
 Other Approaches to Relating Salinity 
 
 to Delta Outflow 56 
 
 Tidal Prism Upstream from 1,000 ppm 
 
 Chloride Location 55 
 
 Salt -Routing Studies by Machine Computations . . 58 
 
 Biemond Analyses ^o 
 
 Glover Method gO 
 
 Delta Outflow for Salinity Control 5]_ 
 
 Minimum Outflow for Protection of the Delta • • • • 62 
 
 Minimum Outflow for Operation of Central 
 
 Valley Project 63 
 
 Minimum Outflow for Operation of the 
 
 Delta Water Facilities 54 
 
 Minimum Outflow to Meet Water Demands from 
 
 Delta Without Delta Water Facilities 65 
 
 CHAPTER IV. WATER RESOURCES 69 
 
 Supply of Water to the Delta 59 
 
 vl 
 
Page 
 
 Surface Inflow to the Delta 69 
 
 Factors Influencing Surface Inflow to the Delta . . 72 
 
 (1) Variation in Stream Flow 72 
 
 (2) Exports of Water from Central 
 
 Valley Upstream from Delta fh 
 
 (3) Use of Water Upstream from Delta .... 75 
 
 {h) Power Generation and Reservoir Storage . . 77 
 
 (5) Importation of Water Into Sacramento- 
 San Joaquin River Basins 77 
 
 Natural Inflow to the Delta 78 
 
 Historical Inflow to the Delta 81 
 
 Present Inflow to the Delta 8I 
 
 Future Inflow to the Delta 86 
 
 Precipitation on the Delta 86 
 
 Ground Water Accretions to Delta 90 
 
 Utilization of Water in Delta 90 
 
 Consumptive Use in Delta Lowlands 91 
 
 Channel Depletion in Delta Lowlands 93 
 
 Net Diversion to Delta Uplands 100 
 
 M\inicipal and Industrial Use of Water I03 
 
 Export of Water from Delta IO3 
 
 Outflow of Water from Delta 104 
 
 Natural Outflow from Delta IO5 
 
 Historical Outflow from Delta IO6 
 
 Present Outflow from Delta IO6 
 
 Future Outflow from Delta 2.|j_2_ 
 
 1970 and 1980 Condition of Developments Il4 
 
 1990 and 2020 Condition of Developments ]_]_1^ 
 
 vii 
 
Page 
 
 Staging of Projects 120 
 
 CHAPTER V. OPERATION OF DELTA WATER FACILITIES .... 123 
 
 Comprehensive Delta Water Project 123 
 
 Summer Operations 126 
 
 Winter Operations 127 
 
 Tidal Conditions 128 
 
 Outflow to Operate Project 133 
 
 Salinity Conditions in Western Delta Channels 138 
 
 Typical Alternative Delta Water Project l40 
 
 Summer Operations lUl 
 
 Winter Operations lifl 
 
 Tidal Conditions li+2 
 
 Outflow to Operate Project IU3 
 
 Salinity Conditions in Western Delta Channels 1^3 
 
 Single Purpose Delta Water Project ik'i 
 
 Summer Operations ikk 
 
 Winter Operations 1^5 
 
 Tidal Conditions ikS 
 
 Outflow to Operate Project ikS 
 
 Salinity Conditions in Western Delta Channels IU6 
 
 Chipps Island Barrier Project IU7 
 
 Summer Operations ikf 
 
 Winter Operations .... 148 
 
 Tidal Conditions 148 
 
 Outflow to Operate Project IU9 
 
 Salinity Conditions in Western Delta Channels I50 
 
 viii 
 
Page 
 
 CHAPTER VI. WATER QUALITY I5I 
 
 Quality Criteria and Objectives for Water to be Exported . . 152 
 
 State Water Resources Development System 153 
 
 Metropolitan Water District Contract I.55 
 
 United States Bureau of Reclamation ]_55 
 
 Contra Costa Canal i^j 
 
 Delta-Mendota Canal I5Y 
 
 Historic Water Qiiality Conditions I5Y 
 
 Mineral Quality of Water Supplies I58 
 
 Sources of Degradation 162 
 
 Future Water Quality Conditions I63 
 
 REFERENCES I67 
 
 ix 
 
Table No. 
 
 TABLES 
 
 Page 
 
 1 Tide gage recorders, San Francisco Bay System 
 
 and Sacramento -San Joaquin Delta, Operation 
 
 During 1959 11 
 
 2 Tidal Flow Measurements, Sacramento River at 
 
 Sacramento 20 
 
 3 Tidal Flow Measurements, Sacramento-San Joaquin 
 
 Delta 23 
 
 k Four-day Salinity Sampling Locations 1+5 
 
 5 U. S. Bureau of Reclamation's and Department of 
 
 Water Resources' Continuous Salinity Recorder 
 
 Locations J4.5 
 
 6 Sacramento-San Joaquin Delta Inflow Measuring 
 
 Stations Y2 
 
 7 Estimated Maximu, Minimum, and Mean Natural Inflow 
 
 to Delta for Water Years 1921-22 Through 19J^0-41 , 73 
 
 8 Estimated Depletion of Inflow to the Delta by 
 
 Upstream Water Users yg 
 
 9 Segments of Central Valley Drainage Basin Contributing 
 
 Flow to Sacramento -San Joaquin River System ... 82 
 
 10 Estimated Natural Deli-a Inflow 84 
 
 11 Historical Delx.a Inflow 85 
 
 12 Estimated Present Delta Inflow with 3,300 Second- 
 
 feet Minimum Deitc. Outflow 87 
 
 13 Estimated Present Delta Inflow with 1,^00 Second- 
 
 feet Minimum Delta Outflow 88 
 
 li+ Estimated I99O Delta Inflow with 1,000 Second-feet 
 
 Minimum Delta Outflow 89 
 
 15 Estimated Cons\;imptive Use in Delta Lowlands ... 94 
 
 16 Estimated Monthly Rates of Change in Ground Water 
 
 Storage V/ichin Delca Lowlands 98 
 
 17 Comparison of Estimated Consumptive Use and Net 
 
 Diversions in Delta Uplands ^g 
 
Table No. Page 
 
 18 Percentage of Measured Monthly Delta Upland 
 
 Diversions Used as Return Flows 101 
 
 19 Net Present Diversions to Delta Uplands .... io2 
 
 20 Estimated Quantities of Water to be Exported 
 
 from Sacramento -San Joaquin Delta IO5 
 
 21 Estimated Natural Delta Outflow IO7 
 
 22 Historical Delta Outflow 108 
 
 23 Estimated Present Delta Outflow with 3,300 Second- 
 
 feet Minimum 110 
 
 2i+ Estimated Present Delta Outflow with 1,500 Second- 
 feet Minimum 112 
 
 25 Estimated I99O Delta Outflow with 1,000 Second- 
 
 feet Minimxam II8 
 
 26 Estimated 2020 Delta Outflow with 1,000 Second- 
 
 feet Minimum II9 
 
 27 Estimated Quantities of V/ater Imported to the 
 
 Central Valley Drainage Basin from North 
 
 Coast Streams 120 
 
 28 Effects of Modified Biemond Plan on a Typical 
 
 Spring Tide I30 
 
 29 Effects of Modified Biemond Plan on an Extreme 
 
 Spring Tide - Sacramento River Delta I3I 
 
 30 Effects of Master Levee System on a Topical 
 
 Spring Tide - San Joaquin River Delta .... 132 
 
 31 Effects of Chipps Island Barrier on a Typical 
 
 Spring Tide li+9 
 
 32 Effects of Chipps Island Barrier on an Unusual 
 
 Spring Tide l49 
 
 33 Quality Limits Recommended for Water to be 
 
 Exported by the -^tate from the Sacramento- 
 San Joaquin Delta 2.5U 
 
 3k Water Quality Objectives for Metropolitan Water 
 
 District of Southern California I56 
 
 xi 
 
Table No. Page 
 
 31; Water (Quality Requirements foi- Water Served 
 
 from Delta -Me ndota Canal 157 
 
 36 Past and Present Water Quality Values for 
 
 Tributary Streams to Delta 159 
 
 37 Past and Present Water Quality Values for Internal 
 
 Channels of Delta I60 
 
 38 Present Ranges of Water Quality Values for Sources 
 
 of Export from Delta I6I 
 
 39 Estimated Future Water Quality Values for 
 
 Sacramento-San Joaquin Delta for 1990 Conditions 
 
 of Development I66 
 
 xil 
 
PLATES 
 
 Plate No. 
 
 1 General Area of Investigation 
 
 2 Areas of Investigation, Sacramento-San Joaquin Delta 
 
 3 Tide Gage Locations, San Francisco Bay System 
 
 h Tide Gage Locations, Sacramento-San Joaquin Delta 
 
 5 Mean Water Surface Elevations, North San Francisco Bay 
 
 6 Mean Water Surface Elevations, Sacramento-San Joaquin Delta 
 
 7 Tidal Prism Volvunes 
 
 8 Tidal Flow Measurement Locations 
 
 9 Relationship Between Flows in Steamboat Slough, 
 
 Sutter Slough, and Sacramento River 
 
 10 Relationship Between Flows in Georgiana Slough, Delta 
 
 Cross Channel, and Sacramento River 
 
 11 Ratio of Flow at Two Locations on San Joaquin River as 
 
 Influenced by Delta-Mendota Canal Pumping 
 
 12 Historic Salinity Incursion, Sacramento -San Joaquin Delta 
 
 13 Salinity Measuring Locations, San Francisco Bay System 
 
 14 Salinity Measuring Locations, Sacramento-San Joaquin Delta 
 
 15 Relationship of Delta Outflow to Salinity in Western Delta 
 
 and Suisun Bay 
 
 16 Relationship of Surface Zone Salinity to Mean Surface Zone 
 
 Salinity 
 
 17 Comparison of Historical Salinity with Derived Salinity 
 
 at Antioch 
 
 18 Relationship of Delta Outflow to Export Pumping Rate 
 
 19 Central Valley Drainage Basins 
 
 20 Seepage of Water from Channels into Delta Lowlands 
 
 Xlll 
 
Plate No. 
 
 21 Outflow from Delta, Natural Condition of Development 
 
 22 Outflow from Delta, Present Condition of Development 
 
 Sheet 1 - 1,500 Second-feet Minimum Outflow 
 Sheet 2 - 3,300 Second-feet Minimum Outflow 
 
 23 Outflow from Delta, 199O Condition of Development 
 2k Outflow from Delta, 2020 Condition of Development 
 
 25 Comprehensive Delta Water Project 
 
 26 Comprehensive Delta Water Project, Summer Flow Distribution 
 
 27 Comprehensive Delta Water Project, Winter Flow Distribution 
 
 28 Comparison of Prototype Tidal Phases and Amplitudes with 
 
 Analog Model Tidal Phases and Amplitudes 
 
 29 Relationship of Salinity at Antioch to Salinity at Rio 
 
 Vista Bridge 
 
 30 Relationship of Salinity at Antioch to Salinity at Mouth 
 
 of Mokelumne River 
 
 31 Natural, Present, and Future Salinity Conditions in Western 
 
 Sacramento-San Joaquin Delta 
 
 32 Typical Alternative Delta Water Project 
 
 33 Typical Alternative Delta Water Project, Summer Flow Dis- 
 
 tribution 
 
 3^ Typical Alternative Delta Water Project, Winter Flow Dis- 
 tribution 
 
 35 Single Purpose Delta Water Project 
 
 36 , Single Purpose Delta Water Project, Summer Flow Distribution 
 
 37 Single Purpose Delta Water Project, Winter Flow Distribution 
 
 38 Chipps Island Barrier Project 
 
 39 Chipps Island Barrier Project, Summer Flow Distribution 
 ^0 Chipps Island Barrier Project, Winter Flow Distribution 
 
 xiv 
 
CHAPTER I. INTRODUCTION 
 
 This appendrx report substantiates and supplements the findings, 
 conclusions, and recommendations regarding salinity incursion and water 
 resources suimnarized in Bulletin No. 76, entitled "Delta Water Facilities". 
 It encompasses the engineering studies on these subjects conducted pursuant 
 to the Abshire-Kelly Salinity Control Barrier Acts of 1955 and 1957, and 
 legislation enacted in 1959 to investigate water supplies and flood control 
 levees for the Sacramento -San Joaqxiin Delta. Back-up data for this report 
 are compiled in several volumes entitled "Back-up Data", for "Salinity Incur- 
 sion and Water Resources Appendix to Bulletin No. 76". These data are too 
 voluminous for general distribution, so are on file with the department and 
 available in Sacramento for examination or reference. 
 
 Delta Water Facilities 
 
 The alternative systems of works which comprise the Delta Water 
 Facilities are summarized in Bulletin No. 76, "Delta Water Facilities". Plans 
 for water salvage and transfer range from a physical barrier near the outlet 
 of the Delta at Chipps Island, with only minor modifications to existing 
 channels in the Delta, to a comprehensive multipurpose plan for the Delta 
 water facilities. The Chipps Island Barrier Project involves little change 
 in the Delta channels but would create a fresh-water system of waterways and 
 eliminate the present tidal flows above the barrier when the barrier gates are 
 closed. The Comprehensive Delta Water Project would extensively alter the net- 
 work of channels in the Delta by creating closed nontidal networks of fresh- 
 water channels isolated from the remaining network of channels subject to 
 tidal flows. The other two systems of works; the Single F*urpose and Typical 
 
Alternative Delta Water Projects are primarily modifications of the Compre- 
 hensive Delta Water Project, with feattires for flood control and other 
 fiinctions eliminated or reduced in scope. 
 
 Purpose of Studies 
 
 The purpose of these studies were severalfold: (l) to determine 
 the relationship of salinity incursion into the Delta to the fresh-water 
 outflow therefrom; (2) to determine the minimum outflow of fresh water from 
 the Delta to Suisun Bay necessary to operate ^he Delta water facilitiesj 
 (3) to determine the outflow from the Delta to enable future rates of export 
 from the Delta with and without facilities constructed therein; (U) to deter- 
 mine past, present, and future salinity conditions in channels of the western 
 Delta; and (5) to determine the quantity and quality of water supplied to and 
 exported from the Delta for several conditions of development. 
 
 Scope of Studies 
 
 Salinity incursion studies encompassed (l) analysis of historical 
 salinity and strearaflow records to find the relationship of sea water Incua'sion 
 from the upper San Francisco Bays into the channels of the Delta to the fresh- 
 water outflow from the Delta, (2) review of the findings of Bulletin No. 27, 
 "Variation and Control of Salinity in Sacramento-San Joaquin Delta and upper 
 San Francisco Bay" (Reference 8), and (3) trials of other approaches to math- 
 ematically relate salinity incursion to Delta outflow. 
 
 Field programs were undertaken to provide information lacking in the 
 available data. As a result, field measurements were various and covered seem- 
 ingly widely different programs. Collectively however, they were pointed toward 
 
the one objective, better imderstanding of the phenomenon of the mixing of 
 fresh and saline waters in the San Francisco Bays and Delta so that a reliable 
 prediction of future salinity conditions could be made. Field programs included; 
 (l) salinity measurements in other tidal rivers of the State; (2) tidal flow 
 and salinity measurements at the levee breaks of lower Sherman Island; (3) 
 simultaneous salinity and current velocity measurements throughout the western 
 Delta and Suisun Bay; and (U) salinity gradient observations in the upper bays 
 and Delta. These programs are not discussed in detail in this report, but the 
 data collected, analyses made of the data, and a discussion of the programs, 
 are on file in the "back-up" data. 
 
 Service agreements for studies of tidal conditions under project 
 conditions conducted on an electronic analog model of the San Francisco Bay 
 and Delta systems, and programming of sea water incirrsion routing studies on 
 an electronic digital computer were issued to the University of California at 
 Berkeley and Stanford University at Palo Alto, respectively. Services were 
 also obtained from consulting engineers on specific problems needing special 
 attention and analysis. 
 
 Water resources available to the Delta were determined for past, 
 present, and future conditions of development in the drainage areas tributary 
 to the Delta on the Basis of a 20-year water supply equivalent to that of the 
 water years 1921-22 through 19U0-Ltl. In addition to computing stream flow 
 entering the Delta for this water supply period of past, present, and future 
 conditions, historical stream flow entering the Delta for 1921-22 through 
 1956-57 water years was also determined. Estimates were made of Delta outflow 
 to protect water exported from and used in the Delta for all conditions of 
 development with and without facilities proposed therein. 
 
The quality of water to be exported from the Delta and to be 
 expected at various locations therein was estimated for conditions of 
 development in the year 1990. These estimates were predicated on water- 
 and salt-routing studies based on flow patterns with Delta water facili- 
 ties in operation. 
 
 Area of Investigation 
 
 The area encompassed by the studies of water resources and salinity 
 incursion included about all of the Central Valley, and the San Francisco 
 Bay system, as delineated on Plate 1, "General Area of Investigation". Drain- 
 age areas contributing runoff to the Delta were included in the study because 
 they affect the supply of water to the Delta. The San Francisco Bay system 
 is naturally a part of any study of sea water incursion in the Delta because 
 it is the tides in the Pacific Ocean which cause the huge volumes of water 
 to move through the Golden Gate into the San Francisco Bay system and Delta 
 to create the salinity incvirsion problem. 
 
 The one specific area of investigation, of course, is the Sacramento- 
 San Joaquin Delta, and the western Delta study area, a part of which is outside 
 the legally defined Delta. The bomidaries of the legally defined Delta, the 
 western Delta study area, and Delta lowlands, are shown on Plate 2, "Areas of 
 Investigation, Sacramento-San Joaquin Delta". 
 
 Related Studies and Reports 
 In the course of this investigation considerable use was made of 
 studies and reports of other units in the department. Reference was also made 
 to many other publications on subjects related to salinity incursion, mixing 
 
 k - 
 
of fresh and saline waters, hydrology of the Delta and Central Valley, and 
 tidal hydraulics. Reference material used in the course of these studies 
 is listed at the back of the report under "References". When attention is 
 called to a particular reference in the text, the number of the reference 
 is noted. 
 
CHAPTER II. DELTA CHANNEL HYDRAULICS 
 
 Hydraulics of the Delta channels entail consideration of both 
 tide and stream flow. Both factors affect the distribution and magnitude 
 of flows through the many sloughs and channels of the Delta. Although 
 flows in all channels of the Delta have not been related to various tidal 
 and Delta inflow conditions or to flows in other channels, flows in some of 
 the principal channels have been. The relationships determined are empirical, 
 based upon field measurements and observations of tide and flow. Mathematical 
 expressions of flows in mar^ channels were not derived because of the complex- 
 ity of the channel regimen, for example, multiplicity of channel interconnec- 
 tions, nonuniformity of channel cross sections, meanderings of the channels, 
 and the unsteady flow in the channels. 
 
 In this chapter the flows of water in channels of the Sacramento- 
 San Joaquin Delta are described to give an insight of the complexity of the 
 area, which is the hub of The California Water Plan. Tide and flow condi- 
 tions in some of the more important channels of the Delta are also discussed. 
 
 Sacramento-San Joaquin Delta 
 
 The Sacramento-San Joaquin Delta lies at the confluence of the 
 Sacramento and San Joaquin Rivers which drain the Central Valley of Califor- 
 nia. The Sacramento River drains the Sacramento River basin in the northern 
 part of the valley. The San Joaquin River drains the San Joaquin drainage 
 basin in the southern part of the Central Valley. These two rivers unite near 
 
the City of Pittsburg, approximately 50 miles east of San Francisco, turn 
 westward and discharge their flows hj way of Suisun, San Pablo, and San 
 Francisco Bays into the Pacific Ocean. The Delta extends from the vicinity 
 of Pittsburg to Sacramento on the north, Stockton on the east, and Tracy on 
 the south. It is interlaced with 700 miles of interconnected channels which 
 form more than 50 separate islands. The majority of the islands are below 
 sea level and require high levees aroiind them to prevent inundation. These 
 islands have been reclaimed to form a rich agricultural area which contributes 
 greatly to the economy of California. 
 
 Flow from the Sacramento River and the Yolo Bypass enter the Delta 
 from the north and continue southward by several channels to unite with the 
 flow from the San Joaquin River. Flow from the San Joaquin River enters the 
 Delta from the south and proceeds through its branch channels to combine with 
 the flow of the Sacramento River at the western end of Sherman Island. Enter- 
 ing the Delta from the east are the Cosumnes, Mokelumne, and Calaveras Rivers, 
 French Camp Slough, Dry Creek, and smaller streams. 
 
 Entering the Delta from the west are several small streams, the 
 most important of which is Putah Creek. These streams discharge their flows 
 into channels in the Yolo Bjrpass and/or channels of the Cache Slough complex. 
 These waters mix with the waters in the Delta channels, and the flows not 
 consumed within the Delta or exported therefrom, eventually exit from the 
 Delta toward the ocean via the confluence of the Sacramento and San Joaquin 
 Rivers. 
 
 The Delta is traversed by two deep water channels; one leads to the 
 Port of Stockton, and the other, now under construction will lead to the Port 
 of Sacramento. Many other Delta channels are used for commercial tug and 
 
 8 
 
barge traffic. Due to the numerous sloughs, along which one may enjoy 
 excellent sport fishing, the Delta channels have developed into a much- 
 favored and highly used recreational area. 
 
 In summer months flows through the Delta channels are relatively 
 small. During winter months flows are considerably larger, up to 700,000 
 second-feet during periods of extreme floods. Periods during which water is 
 transferred across the Delta for export are the primary concern of this 
 chapter. Flood flows are considered in the office report entitled, "Channel 
 Hydraulics and Flood Channel Design". 
 
 Tidal Conditions in Delta Channels 
 
 Tides in the Delta are the result of tides in the Pacific Ocean. 
 The tides in the Delta are not true tides but are periodic water surface 
 fluctuations resulting from upstream movement of the progressive wave from 
 the Pacific tides. The tidal wave moves in from the ocean through the Golden 
 Gate into San Francisco Bay, then into San Pablo Bay, through the Carquinez 
 Strait into Suisun Bay, and thence into the Delta channels. During periods 
 of low river discharge the progessive waves continue northward up the 
 Sacramento River and its branch c) annels until they are dissipated above 
 Sacramento. The waves also continue up the San Joaquin River and its many 
 branch channels in the southern portion of the Delta until dissipated south 
 of Mossdale, about 20 miles south of Stockton. The rate of translation of 
 the waves for the different tidal phases is not constant, but varies depend- 
 ing upon the phase of the true tides outside the Golden Gate, channel charac- 
 teristics, and local meteorological conditions. A tidal phase is described 
 as a particular level of tidal waters which recurs at fairly regular inter- 
 vals. In the Delta, as well as on the Pacific Coast, these tidal phases, 
 
 9 - 
 
orfevels, are designated as lower low, low high, high low, and higher high. 
 The sequence of occurrence is generally in the order noted, and the inter- 
 val between tidal phases is about 6 hours and 12 minutes. 
 
 High and low waters in the Delta occur semidiurnally and reflect 
 the mixed tjrpe of tides that take place in the ocean along the Pacific 
 Coast. The mixed tides along the Pacific Coast consist of two high and 
 two low waters each lunar day (approximately 2[i hoiors and 50 minutes), 
 with generally marked differences in water elevations between the two high 
 and the two low waters. The highest point of each tide depends upon astro- 
 nomical and meteorological conditions. The characteristics of the coast 
 and geography of the Bay system also play their parts in determing the tidal 
 conditions in the Delta. 
 
 The waves resulting from the tides in the ocean progress upstream 
 from the Golden Gate into the Delta taking approximately 10 to 13 hours to 
 reach the uppermost points. As the tidal phases are approximately 6 hours 
 and 12 minutes apart, the tide may be both rising and falling concurrently 
 at different locations in the San Francisco Bay and Delta estuary. As a 
 result, the water surface elevation within the estuary always has some degree 
 of slope at any particular time. 
 
 Because of the tidal conditions in the Delta channels, the regimen 
 of flow is rather complicated. In the lower reaches considerable volumes 
 of water move into and out of the Delta channels each day during the two 
 flood and two ebb tides. The progressive wave often arrives at one end of 
 a slough or channel before arriving at the other. As a result the water 
 surface elevations vary at each end of the slough causing unsteady flow. 
 
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Although the tidal flows can be measured hy standard metering methods, 
 the computation of tidal or net flows through these sloughs by theo- 
 retical methods involve solving the unsteady flow equation, as shown on 
 equation 112, page 111 of reference U7. 
 
 Tide Recorders 
 
 Continuous tide gage recorders have been installed at many loca- 
 tions to obtain information concerning tidal conditions in the San Francisco 
 Bay system and the Delta. Some tide gages in the Delta and bays have been 
 in operation for many years. Others were installed for shorter periods of 
 time to obtain water level information for specific purposes. The location 
 of continuous tide gage recorders operating during 1959 are shown on Plate 
 3, "Tide Gage Locations, San Francisco Bay System", and Plate U, "Tide Gage 
 Locations, Sacramento-San Joaquin Delta". Also shown on these plates is a 
 centerline of the mean movement of tidal flow, and locations at which tidal 
 measurements have been made for specific purposes referred to in the text. 
 The accumulated mileage from the Golden Gate is indicated along the center- 
 line. Table 1 lists the number and location of the recorders shown on 
 Plate 3 and U, the agency which operates the recorder, the height of mean 
 sea level datum above the gage zero elevation (where known), and if the 
 recorder was a temporary or permanent installation during 1959. 
 
 The datum to which the tide gage recorder staff is referenced is 
 U. S. Coast and Geodetic Survey (USC&GS) sea level datum of 1929. It should 
 be pointed out that because of siirface subsidence in the Delta area, bench 
 marks used to establish tide gage elevations may be inaccurate. 
 
 - 15 
 
Water Surface Elevations 
 
 Tidal stages within the San Francisco Bay system and Delta were 
 determined from records of water svirface elevations measured at several 
 tide gage recorder locations. These water surface elevations are plotted 
 on Plate S, "Mean Water Siirface Elevations, North San Francisco Bay", 
 and on Plate 6, "Mean Water Surface Elevations, Sacramento-San Joaquin 
 Delta". The water surface elevations shown are for the fovir peak tidal 
 phases, mean higher high water, mean high water, mean low water, and mean 
 lower low water. The surface elevation at mean half tide is also shown 
 on Plate 5 and 6. These are averages of the four peak water surface 
 elevations recorded at the tide gage locations for a two-month period in 
 1953, and are representative of mean half tide water surface elevations 
 for other periods. 
 
 Tidal Prism 
 
 As used in this text, the tidal prism at a location is the differ- 
 ence in volumes of water from points within the Delta to the point at which 
 the forced wave is no longer measurable. This volume is a constantly vary- 
 ing one, dependent upon the instantaneous water surface elevation, which in 
 turn is dependent upon the tidal phase and stream flow. An amplification of 
 "tidal prism" may be found in reference 8. To determine the tidal prism, 
 use is made of the water surface elevations obtained from the tide recorders. 
 Plate 7, "tidal prism", shows the relationship of tidal prism to tidal range 
 for three locations within the Bay system. These locations are at (l) the 
 Presidio, (2) Dillon Point, and (3) Chipps Island. Tidal range is defined 
 as the difference in water surface elevations between successive tidal phases. 
 
 16 - 
 
Because of the changing water surface elevations in the Delta 
 channels, water is stored in the channels during rising water elevations 
 and released from storage during descending water elevations. The quantity 
 of water passing a given location between successive tidal phases can be 
 determined if the tidal prism and the inflow to the tidal estuary above 
 that location are known. 
 
 Flow Conditions in Delta Channels 
 
 Flow conditions in Delta channels are influenced by both tide 
 and stream flow. Stream flow entering the Delta plays a major role in the 
 net movements of water in the complex of interconnected channels. The 
 operations of the Central Valley Project in transferring surplus waters 
 from the Sacramento River basin across the Delta complicate the hydraulic 
 flow picture. Export of surplus waters at the Tracy Pumping Plant in the 
 •southern portion of the Delta causes a reversal of net movement of water 
 in certain channels. 
 
 Relationships of flow in the more important cross-Delta transfer 
 channels to flows in other main channels have been developed, and the distri- 
 bution of flows between some of the parallel waterways has been detennined 
 from flow measurements conducted on these channels. Because of tidal activity, 
 flows in the channels throughout the Delta will reverse in direction or pulsate, 
 Because of the stream flow in channels where currents reverse direction, the 
 predominant flow is toward the ocean on the ebb tide. In other words, the 
 volujne of water moving seaward is larger than the volmne of water moving 
 inland during the flood tide. At most locations in the Delta where reversal 
 
 17 
 
of current takes place, the current generally leads the tide wave, so 
 that the peak flows occur prior to the peak water surface elevations. 
 During periods of low river flow, during the svunmer months, the point 
 of nonreversal of current in the Sacramento River is in the vicinity of 
 Clarksburg. Upstream from this location the flow is always downstream, 
 but at higher velocities during the ebb tides than during the flood tides. 
 
 In the upstream channels stream flow plays a major role in 
 determining the flows through those channels. In the downstream channels 
 of the Delta tide is the predominant factor in determining the flow. An 
 example of the first case is Georgiana Slough, where flow in the slough 
 depends primarily on flow in the Sacramento River. An example of the latter 
 case is Threemile Slough, which connects the Sacramento and San Joaquin 
 Rivers. The flow in Threemile Slough is affected but slightly by stream 
 flow in the rivers, but is greatly influenced by tidal conditions. 
 
 To determine the distribution of flows in the many waterways of 
 the Delta, use was made of tidal flow meas\irements conducted in the Delta 
 over a number of years. Tidal flow measurements, sometimes called tidal 
 cycle measurements, are conducted continuously for a period of a lunar 
 dayi/ so that the average flow during the tidal cycle can be determined. 
 
 Standard ciirrent metering equipment is used in determining these 
 measurements. The measurements are made at a cross section of the channel 
 by metering from a boat attached to a cable (tag line) stretched across 
 the channel. Between 12 and 20 stations along the cross sections are 
 metered each hour at 0.2 and 0.8 of their depths. The flow through each 
 
 1/ A lunar day is the time between successive transits of the moon; 
 2U hours, 50 minutes, 30 seconds. 
 
 - 18 
 
station is computed using the mean velocity of the two metered depths. 
 The total flow through the channel cross section for each hour is the 
 summation of flows at all stations in each cross section. The total 
 flow is then plotted against the mean time of the hourly measurements 
 of flow at the cross section. 
 
 Plate 8, "Tidal Flow Measurement Locations" shows the locations 
 where tide flow measurements have been made. Tables 2 and 3 summarize 
 information obtained from the measurements. These measurements were graphed 
 in order to determine the net flow for the tidal cycle. The areas of the 
 flow curves between corresponding tidal peaks, about 2$ hours apart, are 
 algebraically summed and divided by the time between the peaks. 
 
 19 - 
 
TABLE 2 
 
 TIDAL FLOW MEASUREMENTS 
 
 SACRAMENTO RIVER AT SACRAMENTO 
 
 (IN SECOND-FEET) 
 
 Location No. 1~/ 
 
 Date of Measiirement : Net Flov : Maximimi Flow : Minimum Flow 
 
 Dec. 3 & h, 19I+7 9,230 9,800 5,810 
 
 May 8 & 9, 1950 
 
 
 23,073 
 
 23,900 
 
 21,600 
 
 June 8 & 9, 1950 
 
 
 18,800 
 
 20,360 
 
 17,275 
 
 July 10 & 11, 1950 
 
 
 7,661 
 
 7,525 
 
 U,090 
 
 Sept. 7 & 8, 1950 
 
 
 8,185 
 
 10,325 
 
 5,075 
 
 Oct. 10 & 11, 1950 
 
 
 8,697 
 
 10,300 
 
 6,270 
 
 Nov. 9 & 10, 1950 
 
 
 12,200 
 
 13,750 
 
 10,290 
 
 Apr. 9 & 10, 1951 
 
 
 28,980 
 
 30,275 
 
 28,360 
 
 May 28 & 29, 1951 
 
 
 22,410 
 
 2U,700 
 
 20,100 
 
 June 20, 21, 22, I95I 
 
 9,3iH 
 
 11,625 
 
 5,275 
 
 July 2U & 25, 1951 
 
 
 9,i^30 
 
 11,025 
 
 7,100 
 
 Sept. 6 & 7, 1951 
 
 
 10,800 
 
 12,600 
 
 8,560 
 
 Sept. 12 & 13, 195: 
 
 
 10,305 
 
 12,200 
 
 8,050 
 
 Nov. 8 8c 9, 1951 
 
 
 9,590 
 
 10, 560 
 
 7,600 
 
 July 7 & 8, 1952 
 
 
 23,215 
 
 25,400 
 
 21,000 
 
 Aug. 12 & 13, 1952 
 
 
 9,465 
 
 10,925 
 
 6,825 
 
 Aug. 13 & Ih, 1952 
 
 
 9,6lU 
 
 11,080 
 
 7,575 
 
 Aug. 13, Ik, & 15, 
 
 1952 
 
 9,Tl6 
 
 11,080 
 
 7,575 
 
 Aug. li| & 15, 1952 
 
 
 9,983 
 
 11,325 
 
 7,975 
 
 Aug. 15 & 16, 1952 
 
 
 9,936 
 
 11,325 
 
 7,690 
 
 Aug. 15, 16, 8= 17, 
 
 1952 
 
 9,926 
 
 11,220 
 
 7,065 
 
 Aug. 16, 17, 8c 18, 
 
 1952 
 
 9,796 
 
 11,100 
 
 7,065 
 
 Aug. 17 8c 18, 1952 
 
 
 10,023 
 
 11,380 
 
 7,890 
 
 Aug. 17, 18, 8c 19, 
 
 1952 
 
 10,017 
 
 11,380 
 
 7,860 
 
 Aug. 18, 19, 8c 20, 
 
 1952 
 
 9,975 
 
 ll,i^OO 
 
 7,850 
 
 A\ig. 19 8c 20, 1952 
 
 
 9,939 
 
 11,1+00 
 
 7,k80 
 
 Aug. 19, 20, 8c 21, 
 
 1952 
 
 9,965 
 
 11,075 
 
 7,k80 
 
 Aug. 20, 21, 8c 22, 
 
 1952 
 
 10,110 
 
 ll,i^50 
 
 8,060 
 
 Aug. 21 8c 22, 1952 
 
 
 10,165 
 
 ll,i+50 
 
 8,U50 
 
 Aug. 21, 22, 8c 23, 
 
 1952 
 
 10,100 
 
 11,290 
 
 8,380 
 
 Aug. 22, 23, 8c 2k, 
 
 1952 
 
 9,961 
 
 11,090 
 
 7,970 
 
 Aug. 23 8c 2h, 1952 
 
 
 9,962 
 
 11,050 
 
 7,970 
 
 Aug. 23, 2k, 8c 25, 
 
 1952 
 
 9,908 
 
 11,090 
 
 7,8U0 
 
 Aug. 2U 8c 25, 1952 
 
 
 10,008 
 
 11,095 
 
 7,8U0 
 
 Aug. 25 8i 26, 1952 
 
 
 10,097 
 
 11,500 
 
 7,920 
 
 20 - 
 
TABLE 2 (Continued) 
 
 TIDAL FLOW MEASUREMENTS 
 
 SACRAMENTO RIVER AT SACRAMENTO 
 
 (IN SECOND-FEET) 
 
 Location No 
 
 . li/ 
 
 Date of Measiirement 
 
 Net Flow 
 
 Maximum Flow 
 
 Minimum Flow 
 
 Aug. 25 & 26, 1952 
 Aug. 25, 26, & 27, 1952 
 Aug. 26 & 21, 1952 
 Aug. 26, 27, & 28, 1952 
 Sept. 18 & 19, 1952 
 Oct. U & 5, 1952 
 Oct. 27 & 28, 1952 
 Nov. 12 & 13, 1952 
 Nov. 19 & 20, 1952 
 
 Mar. 26 & 27, 1953 
 Apr. 23 & 2k, 1953 
 May 12 & 13, 1953 
 July 1 & 2, 1953 
 July 17 & 18, 1953 
 July 2I; & 25, 1953 
 Aug. 17 & 18, 1953 
 Oct. 6 & 7, 1953 
 Oct. 22 & 23, 1953 
 Nov. 30, & Dec. 1, 1953 
 
 June 2lj- & 25, 195I1 
 July 27 & 28, 1954 
 Aug. 16 & 17, 195l^ 
 Sept. 16 & 17, 195U 
 Nov. 9 & 10, 195i; 
 
 Mar. 8 & 9, 1955 
 June 20 Sc 21, 1955 
 July 26 & 27, 1955 
 Aug, 15 & 16, 1955 
 Sept. 22 & 23, 1955 
 Oct. 17 & 18, 1955 
 Nov. 17 & 18, 1955 
 
 July 10 & 11, 1956 
 Sept. 12 8e 13, 1956 
 Nov. 28 & 29, 1956 
 
 10,097 
 
 11,500 
 
 7,920 
 
 10,027 
 
 11,500 
 
 7,1+20 
 
 9,978 
 
 11,250 
 
 7,390 
 
 9,763 
 
 11,250 
 
 7,175 
 
 12,610 
 
 13,560 
 
 11,200 
 
 10,1+60 
 
 11,800 
 
 8,600 
 
 9,553 
 
 10,500 
 
 8,000 
 
 9,3i^O 
 
 10,760 
 
 7,150 
 
 11,965 
 
 13,380 
 
 9,775 
 
 32,6U5 
 
 33,U20 
 
 32,020 
 
 28,620 
 
 31,350 
 
 25,300 
 
 28,380 
 
 29,350 
 
 27,300 
 
 16,365 
 
 17,275 
 
 15,1+25 
 
 8,825 
 
 10,1+1+0 
 
 6,1+75 
 
 8,100 
 
 10,100 
 
 l+,8l0 
 
 8,450 
 
 9,970 
 
 6,060 
 
 10,160 
 
 11,11+0 
 
 8,725 
 
 11,095 
 
 12,325 
 
 9,1+60 
 
 16,565 
 
 17,515 
 
 15,J+50 
 
 8,307 
 
 9,850 
 
 5,300 
 
 7,920 
 
 9,800 
 
 5,100 
 
 8,968 
 
 10,1+10 
 
 6,850 
 
 11,150 
 
 12,700 
 
 8,525 
 
 9,691+ 
 
 10,960 
 
 6,880 
 
 11,975 
 
 13,060 
 
 10,1+30 
 
 9,292 
 
 12,000 
 
 6,175 
 
 9,hj^ 
 
 11,350 
 
 6,700 
 
 9,268 
 
 10,850 
 
 6,260 
 
 10,01+5 
 
 11,120 
 
 7,900 
 
 8,289 
 
 10,075 
 
 5,21+0 
 
 9,875 
 
 11,325 
 
 7,330 
 
 11,985 
 
 13,725 
 
 9,i+50 
 
 13,590 
 
 li+,6oo 
 
 12,100 
 
 12,285 
 
 I3,i^50 
 
 9,950 
 
 21 - 
 
TABLE 2 (Continued) 
 
 TIDAL FLOW MEASUREMENTS 
 
 SACRAMENTO RIVER AT SACRAMENTO 
 
 (IN SECOND-FEET) 
 
 Location No 
 
 . li/ 
 
 Date of Measurement 
 
 : Net Flow 
 
 : Maximum Flow 
 
 : Minimum Flow 
 
 Jan. 30 & 31, 1957 
 
 10,037 
 
 11,125 
 
 7,600 
 
 Apr. 22 & 23, 1957 
 
 24,510 
 
 25,875 
 
 23,800 
 
 June 27 * 28, 1957 
 
 9,261 
 
 11,650 
 
 5,900 
 
 Aug. 27 & 28, 1957 
 
 9,630 
 
 11,325 
 
 7,425 
 
 Oct. 28 & 29, 1957 
 
 18,370 
 
 19,300 
 
 17,600 
 
 Dec. 10 & 11, 1957 
 
 13,615 
 
 14,775 
 
 11,975 
 
 July l6 & 17, 1958 
 
 13,755 
 
 15,525 
 
 11,500 
 
 Oct. 21 & 22, 1958 
 
 12,960 
 
 14,520 
 
 11,475 
 
 Dec. 8 & 9, 1958 
 
 13,225 
 
 15,140 
 
 10,900 
 
 Apr. 23 & 24, 1959 
 
 8,000 
 
 10,600 
 
 4,050 
 
 Sept. 30, & Oct. 1, 1959 
 
 9,525 
 
 11,300 
 
 6,700 
 
 Oct. 20 & 21, 1959 
 
 7,705 
 
 9,450 
 
 4,875 
 
 Nov. 24 & 25, 1959 
 
 6,915 
 
 8,200 
 
 4,460 
 
 Jan. 14 & 15, i960 
 
 10,875 
 
 12,350 
 
 8,700 
 
 1/ All tidal flow measurements at Sacramento made by DWR, 
 
 22 
 
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f 
 
 Distribution of Tidal Flows 
 
 Tidal flows entering the Delta from Suisim Bay divide between 
 the Sacramento and San Joaquin River systems. The division of tidal flow 
 was determined from tidal flow measurements conducted simultaneously on 
 the two rivers in September 1953 for a three -day period. The measurements 
 on the Sacramento River were made in the channel about 1,100 feet upstream 
 from Mayberry Slough, and in the San Joaquin River about 5OO feet west of 
 the Antioch Bridge. The total volume of water entering and leaving the 
 Delta during the measurement period was determined. Of the total flow 
 entering and leaving the Delta, about kO percent of the flow was in the 
 Sacramento River and about 60 percent was in the San Joaquin River. The 
 average tidal flow in the Sacramento River was 28,300 acre-feet per tidal 
 phase, and in the San Joaquin River it was U2,300 acre -feet per tidal 
 phase. 
 
 Distribution of Net Flows, Sacramento River System 
 
 Referring to Plate k, it can be noted in following the 
 Sacramento River south of Sacramento that there are several branch chan- 
 nels, the Delta Cross Channel, and Sutter, Steamboat, and Georgiana 
 Sloughs, into which flow from the Sacramento River can enter. Sutter 
 Slough, after leaving the Sacramento River, connects with Miner Slough 
 and then continues to join Steamboat Slough. Miner Slough continues 
 westerly and then turns south\ra,rd to join Cache Slough, which in turn 
 joins the Sacramento River about 3 miles north of Rio Vista. Steamboat 
 Slough also rejoins the Sacramento River at about the same location. 
 Through these channels and the main Sacramento River, flows paas down- 
 stream from Sacramento toward Suisun Bay. 
 
 26 - 
 
Georgiana Slough and the Delta Cross Channel, one natural and 
 the other man-made, provide the means for Sacramento River flow to be 
 diverted into the lower Mokelumne River system. Farther southward 
 Threemile Slough provides a connecting channel to the San Joaquin River. 
 Near the confluence of the two rivers, the levee breaks on lower Sherman 
 Island provide another poin-": of interchange of the waters of the 
 Sacramento and San Joaquin Rivers. 
 
 Sutter and Steamboat Sloughs . Tidal flow measvirements have 
 been made on these two sloughs simultaneously with tidal flow measure- 
 ments on the Sacramento River, Georgiana Slough, and the Delta Cross 
 Channel. Two of the three simultaneous measurements were made when the 
 gates on the Delta Cross Channel were opened just prior to metering of 
 flows. Unfortunately, hydraulic conditions in these two instances did 
 not appear to be completely stabilized. Nevertheless, flows in these 
 channels were related to flows in the Sacramento River at Sacramento. 
 This relationship is shown on Plate 9^ "Relationships Between Flows in 
 Steamboat Slough, Sutter Slough, and Sacramento River". The division of 
 flow in Sutter and Steamboat Sloughs, as determined in Bulletin No. 27 
 (Ref. 8), is no longer applicable because of the construction and opera- 
 tion of the Delta Cross Channel to divert Sacramento River flow into the 
 Mokelumne River. 
 
 Georgiana Slough and Delta Cross Channel . Flow from the 
 Sacramento River entering Georgiana Slough and the Delta Cross Channel 
 has been related to the flow of the Sacramento River at Sacramento from 
 simultaneous tidal flow measurements conducted on the three channels. 
 The relationships are presented graphically on Plate 10, "Relationships 
 
 - 27 
 
Between Flows in Georgiana Slough, Delta Cross Channel, and the Sacramento 
 River", which shows flow in the Sacramento River along the horizontal axis 
 and the flow in Georgiana Sloiigh and the Delta Cross Channel along the 
 vertical axis. 
 
 On Plate 10 certain points are shown hy dashed circles. In 
 determining the normal flow distribution, these points represent data of 
 questionable validity. On two occasions when the flow in the Sacramento 
 River was about 10,800 second-feet, the gates in the Delta Cross Channel 
 headworks were opened about three houirs prior to initiation of the flow 
 measiirements . This period of time \-ras not sufficient to achieve stable 
 flow conditions, and the flow in the Delta Cross Channel was therefore 
 disproportionately large while the flow in Georgiana Slough was correspond- 
 ingly smaller. Another measurement made on the Delta Cross Channel, when 
 the flow in the Sacramento River was about 11,200 second-feet, is also 
 of questionable validity since the flow in the cross channel was incon- 
 sistent with other measurements. 
 
 The flow data presented reveal straight-line relationships 
 between the flow in the Sacramento River, Georgiana Slough, and the 
 Delta Cross Channel. It should be noted that the measurements were made 
 for rates of inflow into the Sacramento River between approximately 
 8,000 second -feet and l6,000 second-feet. The flow through these chan- 
 nels provides a major portion of the water supply for export from the 
 Delta by the Bureau of Reclamation (USBR). 
 
 Morth and South Forks of the Mokelumne River . The flow from 
 the Sacramento River that passes into the cross channel must later 
 divide between the North and South Forks cf the Mokelvmine River. Three 
 
 28 
 
sets of simiiltaneous tidal flov measurements have been made on the North 
 and South Forks of the Mokelixmne River to determine the flow division 
 "between them. The first set of measurements was made on October 30-31, 
 1951, with a combined flow in the two forks of U,230 second-feet, 3,6hO 
 second-feet of which came through the Delta Cross Channel. Eighty-three 
 percent of the total flow was carried in the North Fork, and seventeen 
 percent was carried in the South Fork. The second set of measurements 
 was made on September 11-12, 195^, with a combined flow of 3,625 second- 
 feet in the two forks, 3,520 second-feet of which arrived from the Delta 
 Cross Channel. In this measurement, 80 percent of the total flow was 
 carried in the North Fork and 20 percent in the South Fork. 
 
 The third simxiltaneous measurement was conducted on June 28-29, 
 1956, but on this occasion the Delta Cross Channel gates were closed and 
 the combined flow in the two forks was only l,6l8 second-feet. At this 
 time 5^ percent of the combined flow was carried in the North Fork and 
 k6 percent in the South Fork of the Mokelimme River. The difference in 
 flow division between this measurement and the other two measurements can 
 be understood by realizing that when the cross channel gates are closed 
 the flow from the Mokelumne River can divide easily between the North and 
 South Forks. When the cross channel gates are open, and flow in the cross 
 channel is large in comparison to flow in the Mokelumne River, the chan- 
 nels leading to the North Fork are about one and one -half times as large 
 as the channels leading to the South Fork. Because of this, more of the 
 cross channel flow reaches the North Fork of the Mokelumne River than the 
 South Fork. 
 
 29 - 
 
Threemlle Slouch « Threemile Slough connects the Sacramento and 
 San Joaquin Rivers about 3 miles south of the City of Rio Vista, and is 
 another transfer point of water from the Sacramento River to the San 
 Joaquin River. Four tidal flow measurements have heen made in the slough 
 under what may be termed present Delta channel conditions--November 19h6, 
 August 1955j July 1959^ ^•nd August 1959* These measurements indicate an 
 average tidal flow through Threemile Slough of 10,500 acre -feet per tidal 
 phase f^or a mean range of tide. The peak flow is about 30,000 second-feet 
 between the two rivers, but the net flows are less than 2,000 second-feet. 
 Table 3 lists the dates of these tidal flow measurements, the net flow 
 through Threemile Slough, and the direction of flow. 
 
 Sacramento River inflow to the Delta was about 8,500 second-feet 
 during the 19^ and 1955 measurements, and about 9^500 second-feet during 
 the 1959 measurements. The large variation in net flow through the 
 Threemile Slough under present channel conditions is similar to the large 
 variation in net flow through the slough observed in 1929. The flow 
 through Threemile Slough, as determined in 1929 » was noted in Bulletin 
 No. 27. From the limited measurements of flow in Threemile Slough under 
 present channel conditions, it is concluded that the flow through the 
 slough is primarily dependent upon the character of the tides, and is not 
 related to the flow in the Sacramento River. This is the same conclusion 
 reached by the writers of Bulletin No. 27. The tidal flow through 
 Threemile Slough is toward the San Joaquin River on the flooding or 
 rising tide in the Delta, and thus contributes to the tidal flow moving 
 into the San Joaquin River system. The mean flow of approximately 
 10,500 acre -feet per phase in Threemile Slough is about one -fourth of the 
 
 30 
 
mean tidal flow of approximately U2,300 acre -feet per phase in the San 
 Joaquin River near the Antioch Bridge, or one-fifth the total of the 
 two. The sum of the San Joaquin River tidal flow, as measured near the 
 Antioch Bridge, and the Threemile Slough tidal flow makes up the total 
 tidal flow into the San Joaquin River system. 
 
 Confluence of the Sacramento and San Joaquin Rivers . There 
 are two locations in the vicinity of the confluence of the Sacramento 
 and San Joaquin Rivers at which waters in the two rivers can interchange. 
 One, of course, is the point of confluence of the rivers, and the other 
 is upstream from the confluence in the submerged lower portion of Sherman 
 Island in the area west of Mayberry Slough, referred to as Sherman Lake. 
 In the submerged portion of Sherman Island, flooding tidal water from the 
 Sacramento River enters the lake through the levee breaks on the northern 
 side of Sherman Island. Water from the San Joaquin River enters the lake 
 through a levee break at the western part of Sherman Island. Water exits 
 from the lake through Mayberry Slough and enters the San Joaquin River by 
 two channels about 2 miles upstream from Antioch. 
 
 In September 1957, tidal flow measurements determined the 
 average net flow in Mayberry Slough to be about TOO second-feet in the 
 direction from the Sacramento River to the San Joaquin River. The net 
 flow from the Sacramento River to the San Joaquin River through Mayberry 
 Slough appears to be caused by the difference in tidal regimen conditions 
 on the two rivers on opposite sides of Sherman Island and the hydraulic 
 characteristics of channels through the submerged portion of Sherman 
 Island. During flood tides, the depth of water is relatively great and 
 the frictional resistance to flows from the Sacramento River to the 
 
 31 - 
 
San Joaquin River is nominal. On etb tides, when the depth of water is 
 less, there is greater resistance to flow in the direction from the San 
 Joaquin River toward the Sacramento River. Therefore greater quantities 
 of water flow from the Sacramento River to the San Joaquin River on 
 flood tides than the quantities which flow in the opposite direction on 
 ebb tides. 
 
 Distribution of Flow in San Joaquin River System 
 
 Simultaneous tidal flow measvirements in channels in the San 
 Joaquin River system have not been very numerous. As a result the 
 distribution of flow among channels in the San Joaquin River system 
 has not been determined. The only relationship of flow determined was 
 between flow in the Delta-Mendota Canal, the San Joaquin River near 
 Mossdale, and the San Joaquin River at Brandt Bridge. 
 
 Water entering the Delta via the San Joaquin River at Vernalis 
 at times when the Delta-Mendota Canal pumps are not operating, flows 
 down the river to the head of Old River. At this location the flow 
 divides between Old River and the San Joaquin River, with about 57 
 percent of the flow entering Old River and about k3 percent of the flow 
 remaining in the San Joaquin River. This division of flow was determined 
 by the Sacramento District Corps of Engineers. 
 
 With the operation of the Delta-Mendota Canal pumping plant, 
 the demand at the pumps places a demand on the flow in Old River. The 
 demajid at the pumps during times of low flow in the San Joaquin River 
 increases the flow of water down Old River over that which would nonnally 
 flow in that channel. This in turn decreases flow in the San Joaquin 
 River downstream from Old River. When flow entering the San Joaquin 
 
 32 - 
 
River at Vernalis is insufficient to meet pumping demand at the Delta- 
 Mendota Canal, water in the San Joaquin River downstream from Old River 
 will flow upstream or southerly in the San Joaquin River. 
 
 Since the installation of the Tracy pumps in 1950, there have 
 been six tidal flow measurements conducted simultaneously on Old River 
 and the San Joaquin River at times of different pumping rates into the 
 Delta-Mendota Canal. From data obtained by these measurements, the 
 ratio of the flow in the Delta-Mendota Canal to the flow in the San 
 Joaquin River at Mossdale was plotted against the ratio of flow in the 
 San Joaquin River at Brandt Bridge to the flow in the San Joaquin River 
 at Mossdale. This relationship is shown on Plate 11, "Ratio of Flow at 
 Two Locations on San Joaquin River as Influenced by Delta-Mendota Canal 
 Pumping". Flow into Old River is then the algebraic difference of the 
 flow in the San Joaquin River at Mossdale and flow in the San Joaquin 
 River at Brandt Bridge. 
 
 - 33 
 
CHAPTER III. SALINITY INCURSION 
 
 In this report, salinity incursion is defined as the invasion 
 of sea water into tidal estuaries or channels by tidal action. Its 
 meaning differs from sea water or salinity intrusion in that the latter 
 defines the invasion of sea water into ground water aquifers . It is 
 recognized that in past reports of the department and its predecessor 
 agencies, salinity intrusion referred to invasion of sea water into 
 tidal channels, but hereinafter the term salinity incursion is used. 
 
 The amount of salinity is expressed as the concentration of 
 the chloride ion (Cl) in parts per million parts water (ppm) by weight. 
 Salinity is also expressed in parts total dissolved solids (TDS) per 
 million parts water, but in this text, salinity as parts chloride per 
 million parts water is implied unless otherwise noted. 
 
 To provide a background of salinity conditions in the 
 Sacramento-San Joaquin Delta, historical salinity conditions in the Delta 
 were examined as well as present conditions and the problems associated 
 therewith. The basic factors affecting salinity incursion were also 
 covered. Records defining salinity conditions and patterns in the Delta, 
 and data obtained from special field measurements to identify specific 
 salinity conditions are presented, as well as methods used to measure 
 salinity concentrations. 
 
 The relationship of salinity incursion to Delta outflow, and 
 the rate of Delta outflow for control of salinity in the Delta, are 
 the other topics discussed in this chapter. 
 
 35 
 
Salinity Conditions in Sacramento -San Joaquin Delta 
 
 Salinity incursion into a tidal estuary is a natiiral phenomenon, 
 so it is not unique to the Sacramento-San Joaquin Delta. Tides in the 
 Pacific Ocean outside the Golden Gate move tremendous volumes of water 
 into and out of the San Francisco Bay and Delta system, mixing the saline 
 ocean water with the fresh fluvial discharges of the Sacramento and San 
 Joaquin Riverg. At times when the river discharges are small the saline 
 ocean water invades the estuarine channels and remains iintil flushed out 
 by increased stream flow. 
 
 Historical Salinity Conditions 
 
 The presence of saline water in upper Suisun Bay and the lower 
 Sacramento-San Joaquin Delta channels was reported by expeditions explor- 
 ing those waters as early as 1775 and 18^+1. It was also experienced by 
 settlers along the lower San Joaquin River and in the Suisun marshlands 
 in the late l880's. Beginning in I878, Bell Shaw Company provided water 
 for the City of Antioch and pumped water from the river only on low tide 
 during the late summer months of every year. The quality of water at high 
 tide was too brackish for use. Some of the residents stored water in 
 cisterns during the spring for use in the late summer and fall. On several 
 occasions an old-time resident on Twitchell Island, dviring the years from 
 1870-187^+, found that water I-I/2 miles up Threemile Slough from its mouth 
 on the San Joaquin River was too brackish for domestic purposes in August 
 and September. Many times drinking water had to be secured from Sevenmlle 
 Slough near the Mokelumne River. 
 
 36 - 
 
The travel record of barges used for bringing water to the 
 California Hawaii Sugar Refining Company plant at Crockett also provides 
 information on the early history of salinity incursion in Suisun Bay and 
 the Delta region. The sugar refining company required water with a 
 salinity of less than 50 ppm, and the record of their barge travel be- 
 ginning in 1908 gives an accurate account of the location of water of 
 that quality. These records indicate that on many occasions the barges 
 traveled above Threemile Slough on both rivers to obtain good quality 
 water. In 1920, the company abandoned its barges for hauling water 
 d-uring the late summer and fall months of each year, and obtained water 
 from across San Pablo Bay in Marin County. This fact emphatically in- 
 dicates that sea water inciJirsion had then reached too far upstream to 
 make barge travel economical for transporting the required quality of 
 water. 
 
 The seriousness of salinity incursion, however, was not widely 
 recognized until 1917 and in subsequent years, when due to low runoff and 
 increasing upstream water use, sea water penetrated farther into the 
 Delta channels and for longer periods than were fomierly observed. The 
 severity of the problem became progressively worse as upstream water uses 
 increased and several extremely dry years were experienced. These effects 
 are generally illustrated on Plate 12, "Historical Salinity Incursion, 
 Sacramento-San Joaquin Delta". 
 
 Additional information on historical salinity conditions in the 
 Sacramento -San Joaquin Delta was obtained from Mr. C. W. Schedler, con- 
 sulting engineer. The department contracted with him for a report on 
 historical salinity conditions in the Delta, and for advice on minimum 
 
 37 
 
quality standards for water used by industries located in the western por- 
 tion of the Delta. A report entitled, "Salt Water Intrusion of Sulsun 
 Bay and the Lower Delta", was submitted to the department in September 
 1957* This report pointed out that under natural conditions Carquinez 
 Strait marked the approximate boundary between fresh and saline waters, 
 and that irrigation and reclamation in the Central Valley were responsible 
 for the gradual decrease in good quality water in the Delta. 
 
 It should be noted, however, that from the time of earliest 
 record there has been evidence of salinity incursion into Delta channels. 
 This has occurred during the late summer and fall months in dry years 
 when stream flow in the Sacramento and San Joaquin Rivers was low. 
 
 To better understand the phenomenon of salinity incursion and 
 to find a remedy or method of controlling it, intensive engineering studies 
 of salinity problems in the Delta were undertaken diiring the late 1920 's by 
 federal, state, and local agencies. Several reports on these studies were 
 written, and considerable data collected on salinity conditions in the 
 Delta. One of the significant findings of these early studies was that 
 salinity incursion could feasibly be controlled by sufficient outflow from 
 the Delta; a hydraiilic barrier. At that time a hydraulic barrier was recom- 
 mended as the method of salinity control in preference to a physical barrier 
 below the confluence of the two rivers. Therefore, good quality water 
 throughout the Delta could be obtained by storage of winter surplus waters 
 in upstream reservoirs and the release of fresh water during periods when 
 the natural flow was insufficient. 
 
 38 
 
Present Salinity Conditions 
 
 Since the construction and operation of the Central Valley 
 Project by the Bureau of Reclamation, there has been a vast improvement 
 in salinity conditions in the Delta during years of low rtinoff . Water 
 stored in Shasta and Folsom Reservoirs is released during the late summer 
 and fall months for salinity control and other purposes. The effect of 
 these releases in preventing excessive incursion of saline water into 
 Delta channels is dramatically demonstrated on Plate 12. On this plate 
 it i^ readily seen that the area of the Delta affected by salinity incur- 
 sion, subsequent to the operation of Shasta Reservoir of the Central 
 Valley Project (CVP), is less extensive than prior to operation of the 
 reservoir. Approximately 7 to 8 percent (33^000 acres) of the Delta 
 acreage is the maximum affected by incursion of the CVP, compared to a 
 maximum of approximately 7^ percent (325^000 acres) affected before the 
 CVP. 
 
 Another featioxe of CVP which has contributed to a firmer sup- 
 ply of adequate water for industry located in the western portion of the 
 Delta, is the Contra Costa Canal. Water is diverted into the canal from 
 Rock Slough near Old River. Features were constructed on Sand Mound 
 Slough to physically prevent saline water from directly contaminating the 
 water at the point of diversion. Saline water invading Delta channels must 
 take the long way around through False River and Franks Tract to arrive at 
 the point of diversion to the Contra Costa Canal. 
 
 Although present salinity conditions in the Delta are greatly 
 improved over historical conditions from 1920 to 19^3^ there is still a 
 salinity problem existing in the western portion of the Delta. 
 
 39 
 
When outflow from the Delta is at a minimum during the late 
 summer and fall, saline water is generally present in channels adjacent 
 to Sherman, Jersey, Twitchell, Brannan, and Bradford Islands and Hotchkiss 
 Tract. Under these conditions the water diverted from these channels by 
 siphons, pumps, and through subsurface seepage, is of poor quality and 
 becomes detrimental to the crops. The City of Antioch cannot divert water 
 from the river for municipal purposes, and most industry along the San 
 Joaquin River cannot use the water for process purposes. 
 
 The Contra Costa Canal provides the alternative source of water 
 to meet the needs of the Cities of Antioch and Pittsburg, and industries 
 adjacent to the river. Recently, however, the quality of water delivered 
 from the Contra Costa Canal at times of minimum Delta outflow has not met 
 the needs of all users. In 1959^ the concentration of chlorides in the 
 canal water reached proportions that made softening of boiler water, at 
 the rate and quantity required, infeasible. In fact one plant had to 
 close down completely for about three weeks. The higher salinity concen- 
 tration also affected manufacturers of products which require high quality 
 water for processing. 
 
 Factors Affecting Salinity Conditions 
 
 The two basic factors affecting salinity incursion in the Delta 
 are tidal activity and stream flow. Tidal activity is the activating 
 mechanism which causes the saline ocean water to move through the Golden 
 Gate into San Francisco Bay and thence upstream into Delta channels to 
 mix with the fresh--vra.ter flows from the Sacramento, San Joaquin, and 
 smaller tributary rivers. Flows entering the Delta are modified by 
 
 ho 
 
depletion of water from the channels for consumption by crops, vegetation, 
 evaporation, sjid diversion out of the Delta for export elsewhere. The 
 remaining stream flow passing into Suisun Bay (Delta outflow) determines 
 the extent and pattern of salinity incursion into the Delta. 
 
 In a tidal estuary the pattern of salinity incursion can take 
 one of three forms: (l) a salt-water wedge or highly stratified vertical 
 section, in which the denser sea water moves into the estuary eilong the 
 bottom of the channel and the fresher waters override the tongue of salt 
 water; (2) a partially mixed vertical section, in which differences in 
 salinities of the upper and lower layers of the estuary are not quite as 
 severe as in the salt-water wedge; and (3) a fully mixed vertical section, 
 in which top and bottom salinities in the estuary are essentially the same 
 throughout the tidal cycle. These have been categorized into salinity 
 patterns in an estuary by the Corps of Engineers. An analysis of available 
 data revealed two significant ratios that appeared to influence the mixing 
 of fresh and saline waters. These ratios were: (l) the ratio of fresh- 
 water discharge to tidal prism; and (2) the ratio of channel width to 
 channel depth. 
 
 To assign numerical values to these ratios, the fresh-water dis- 
 charge was defined as the volume of fresh-water (acre -feet) which flowed 
 into the estuary during an average ebb and flood tidal cycle of 12 hours 
 and 25 minutes. The tidal prism was defined as the volume of water 
 (acre-feet) which entered the estuary from the sea during an average flood 
 tide. The width-depth ratio was derived by dividing the channel width in 
 feet by the mean depth in feet. 
 
 - Ul 
 
If the ratio of fresh-water discharge to the tidal prism was 
 1 or greater, the estuary vras classified as highly stratified. If the 
 ratio was 0.2 to 0.5, the estuary was classified as partly nixed, and a 
 ratio less than 0.1 was classed as well -mixed. A numerical relationship 
 related to mixing characteristics was not found for the width-depth ratio, 
 but the smaller the width to depth ratio, the greater the difference be- 
 tween top and bottom salinities . 
 
 In the Delta, salinity data show a partially mixed estuary with 
 slight differences of salinity between top and bottom layers of water. 
 Application of the parameters, above, to the Delta however, indicates a 
 fully mixed estuary. For example: With a mean tidal range of 3.5 feet 
 at Chipps Island (the point at which Delta outflow is measured), and an 
 outflow. of about 1,500 second-feet for late summer conditions, the tidal 
 prism from Plate 7 is 88,000 acre-feet and the outflow in 12.5 hours is 
 about 1,550 acre-feet, giving a ratio of approximately 0.017. 
 
 In San Francisco Bay and the Delta, the concentration of salinity 
 decreases in the estuary as the distance from the source of salinity in- 
 creases, creating a flattened S -shaped salinity gradient. The extent of 
 inctirsion dejsends upon Delta outflow and fluctuates as the outflow fluc- 
 tuates. Since Delta outflow varies monthly as well as annually and is a 
 function of stream flow, consumptive use and exportation from the Delta, 
 and saJ-inity conditions in the Delta, the extent of salinity incursion 
 also varies. The rate of outflow affects the duration and extent of in- 
 cursion, and the shape of the salinity gradient, while the change of the 
 outflow affects the advance or retreat of salinity from the channels. 
 
 - U2 
 
Technical aspects of salinity incursion, dealing with the dif- 
 ferential equations of diffusion and the mechanics of turbulence which 
 generate diffusion, are contained in references 1, 35> ^1> ^^j ^, ^9) 
 and 57. 
 
 Records of Salinity Incursion 
 
 Considerable data on salinity conditions in the Delta have been 
 collected over the years. Regular salinity sampling, which began in 1924, 
 
 has continued since then and many special surveys to better define salinity 
 conditions in the Delta have been conducted. 
 
 Four-day Salinity Observations 
 
 To provide a continual record of salinity observations in the 
 Delta for the purpose of advising farmers and others on the salinity of 
 the river water and to better understand salinity incursion and its con- 
 trol, regular four-day samples of water are collected throiaghout the Delta 
 and analyzed for salinity determination. Samples are collected by ob- 
 servers at times and locations specified by the department. The samples 
 are taken generally one and one -half hours after high tide and forwarded 
 to the department laboratory for analysis . Sampling locations in the 
 San Francisco Bay System are shown on Plate 13, "Salinity Measuring 
 Locations San Francisco Bay System", and in the Delta on Plate ik, 
 "Salinity Measuring Locations Sacramento-3an Joaquin Delta". The location 
 of sampling stations has varied throughout the years, but the locations 
 presently used are sufficient to provide some measure of salinity condi- 
 tions in the Delta. A tabulation of salinity observations is issued 
 
 h'i - 
 
monthly, and the data are published annually in reports entitled, "Report 
 of the Sacramento-San Joaquin Water Supervision". Prior to I956, the 
 publications in which salinity data were published annually were entitled, 
 "Surface Water Flow for (the Particular Year)". 
 
 These data have provided the basic information on salinity con- 
 ditions in the Delta. They show how salinity varies monthly, seasonally, 
 and annually, and are used to relate salinity to outflow and to make other 
 determinations of salinity incursion patterns in the Delta. A tabulation 
 of regular four-day salinity observations locations is given in Table ^4-. 
 
 U. S. Bureau of Reclamation Salinity Recorders 
 
 Another source of data on salinity conditions in the Delta is 
 the records from continuous reading salinity recorders operated by the 
 Bureau of Reclamation. These instruments were installed in connection 
 with the operation of the Contra Costa and Delta-Mendota Canals of the 
 Central Valley Project, and many have been in operation since 1952. 
 The locations of these instruments are also shown on Plates 13 and l4. 
 Some of the instruments are not operated in the winter season because 
 salinity conditions are favorable ajid their use is not warranted. The 
 locations of these instruments have also changed through the years, as 
 experience has indicated better locations for the most representative 
 salinity measurements. The locations of these instruments are listed in 
 Table 5. 
 
 kk - 
 
TABLE k 
 FOUR -DAY SALINITY SAMPLING LOCATIONS 
 
 Number 
 
 : Location 
 
 : Number 
 
 : Location 
 
 
 San Francisco Bay 
 
 
 San Joaquin River Delta 
 
 1 
 
 Point Orient 
 
 18 
 
 Antioch 
 
 2 
 
 Point Pinole 
 
 19 
 
 Millers Harbor 
 
 3 
 
 Point Davis 
 
 20 
 
 Jersey Island 
 
 k 
 
 Grand View- 
 
 21 
 
 Threemile Slough 
 
 5 
 
 Crockett 
 
 22 
 
 Oulton Point 
 
 6 
 
 Benicia 
 
 23 
 
 San Andreas Landing 
 
 7 
 8 
 
 9 
 
 10 
 
 11 
 
 Martinez 
 West Suisun 
 Innisfail Ferry- 
 Port Chicago 
 Spoonbill Creek 
 
 2U 
 
 25 
 26 
 
 27 
 
 Opposite Central 
 Lain ding 
 
 Dutch Slo\:igh 
 
 Webb Ferry 
 
 East Contra Costa 
 Irrigation District 
 
 12 
 
 Pittsburg 
 
 28 
 
 Clifton Court Ferry 
 
 
 Sacramento River Delta 
 
 29 
 
 Moss dale Bridge 
 
 13 
 11^ 
 
 Collins ville 
 
 Enimaton (Opposite 
 Toland Landing) 
 
 30 
 
 Vernal is (Durham 
 Ferry Bridge) 
 
 15 
 
 Threemile Slough Bri 
 
 -dge 
 
 
 16 
 
 ' Rio Vista Bridge 
 
 
 
 17 
 
 Isleton Bridge 
 
 
 
 - U5 
 
TABLE 5 
 
 imiTED STATES BUREAU OF RECLAMATION 
 AND DEPARTMENT OF WATER RESOURCES • 
 CONTINUOUS SALINITY RECORDER LOCATIONS 
 
 Number 
 
 Location 
 
 Nimiber 
 
 Location 
 
 Carquinez Strait @ 
 Crockett 
 
 10 Delta-Mendota Canal @ 
 head 
 
 2 
 
 Carquinez Strait @ 
 
 11 
 
 Old River @ Holland 
 
 
 Martinez 
 
 
 Tract 
 
 3 
 
 Sacramento River @ 
 
 12 
 
 Middle River @ 
 
 
 Ma.llard Slough 
 
 
 Highway k bridge 
 
 h 
 
 Sacramento River @ 
 
 13 
 
 San Joaquin River @ 
 
 
 Collinsville 
 
 
 Oulton Point 
 
 5 
 
 San Joaquin River @ 
 Antioch 
 
 14 
 
 False River @ Webb pump 
 
 
 
 15 
 
 San Joaquin River @ 
 
 6 
 
 Sacramento River @ 
 Tolajid Landing 
 
 
 San Andreas Landing 
 
 
 
 16 
 
 Sacramento River @ 
 
 7 
 
 San Joaquin River @ 
 Jersey Point 
 
 
 Green's Landing 
 
 
 
 IT 
 
 San Joaquin River @ 
 
 8 
 
 Contra Costa Canal @ 
 Pumping Plant No. 1 
 
 
 Vernalis 
 
 
 
 18 
 
 San Joaquin River @ 
 
 9 
 
 Dutch Slough @ 
 Farrer Park 
 
 
 Antioch Bridge l/ 
 
 l/ Chloride -ion analyzer owned and operated by the Department of 
 Water Resources. 
 
 U6 
 
These salinity recorders were developed by the U, S. Bioreau of 
 Reclamation and measure conductivity in micromhos rather than chlorides. 
 The instruments are calibrated and factors determined to relate conduc- 
 tivity to parts total dissolved solids per million parts water. Data from 
 selected instruments are published by the Bureau of Reclamation in monthly 
 operation reports, and the remaining data are filed at the bureau's Tracy 
 field office . These data have been invaluable in shedding additional 
 light on the complicated salinity incursion phenomenon. 
 
 Special Salinity Observations 
 
 To answer specific questions and obtain more detailed informa- 
 tion on salinity conditions in the Delta than could be gleaned from four- 
 day salinity observations and U. S. Birreau of Reclamation salinity recorder 
 records, specific salinity measurement programs were undertaken in the 
 course of the Salinity Control Barrier Investigation. A few of the special 
 measurements were: (l) salinity surveys in and adjacent to lower Sherman 
 Island conducted in 1957; (2) salinity gradient determination along the 
 Sacramento River conducted in 1957; (S) simultaneous salinity-velocity 
 measurements in the upper bays and Delta, conducted in August 1959; 
 {h) slack water salinity gradient observations in the upper bays and Delta 
 conducted in 1959; (5) periodic sampling of channel and drainage water at 
 selected locations throughout the Delta conducted in 1959; and (6) salinity 
 observations in the Montezuma Slough area conducted in I96O. These data 
 added to the reservoir of knowledge on salinity conditions in the Delta and 
 provided a better understanding of the entire problem of salinity incursion. 
 Tabiilations and graphical presentation of these data are on file as back-up 
 data for this office report. 
 
 U7 
 
Chloride -ion Analyzer 
 
 The chloride -ion analyzer is a new device which measiires the 
 chloride-ion directly, and records salinity in ppm chlorides continuoiisly 
 on a strip chart. The department has installed such a device in the San 
 Joaquin River at Antioch Bridge. The location is shown on Plate lU, and 
 listed in Table 5* The sensing devices, or probes, are placed at two 
 depths in the channel so that a continuous record of salinity at those 
 depths is available. The instrument has been installed since July 1959^ 
 and has proved successful in showing how salinity variation near the 
 bottom of the channel compares to that near the surface. 
 
 Relationship of Salinity Inciirsion to Delta Outflow 
 
 All data gathered on salinity conditions in the Delta were 
 analyzed and \ised in relating salinity incursion to outflow from the 
 Delta. Since one of the prime purposes of salinity incursion studies 
 was to predict the quality of water at any point in the Delta for a given 
 outflow, considerable effort was spent on this task. 
 
 Literature reviews were made to see what work in this regard 
 had been conducted, the success of such studies, and if such work was 
 applicable to the problems of the Delta. Letters were sent to many of the 
 leading specialists in tidal hydraulics and salinity incursion asking 
 their assistance in suggesting possible approaches to use in relating out- 
 flow from an estuary to salinity incursion therein, or the name of any 
 reports or other information on the subject. Unfortunately these experts 
 co\ild not advise a source of information that contained the ready tools to 
 solve the salinity-outflow relationship in the Delta. 
 
 U8 - 
 
Many approaches were undertaken in attempting to find a relation- 
 ship of seilinity incursion to Delta outflow utilizing available salinity, 
 stream flow, and tidal data. None of these approaches were able to dupli- 
 cate historical salinity conditions within the Delta to any greater degree 
 of reliability than the relationship derived in Bulletin No. 27 (Ref. 8). 
 Therefore, all conclusions contained in Bulletin No. 76 are based upon the 
 Bulletin No. 27 Salinity-Outflow relationship. Use of this relationship 
 should in no sense preclude the derivation of a more refined analysis of 
 the salinity-outflow problem. Studies now in progress have as their main 
 objective the development of a reliable and accurate solution to the 
 problem. 
 
 Bulletin No. 27 Salinity-Outflow Relationship 
 
 In this publication a method was developed to relate salinity 
 incursion to fresh-water outflow from the Delta. The relationship derived 
 was the result of a 10-year investigation in which all facets of the 
 salinity problem in the Delta were examined aind analyzed. For a complete 
 and detailed understanding of the study. Bulletin No. 27 should be con- 
 sulted, but for the purposes of this report a summary of the pertinent 
 factors is given. 
 
 - 49 
 
Tidal Diffusion . In the development of Bulletin No. 27 salinity- 
 outflow relationship, the term tidal diffusion evolved and was used to 
 describe the mechanics by which salinity from the saline bays invaded 
 fresh water in the river channels. Tidal diffusion, defined as the 
 mixing of ssiline waters from the ocean with fresh waters from the rivers 
 is caused by the effect of tidal currents in the channels of an estuary. 
 Tidal diffusion results in a continuing tendency for saline water to advance 
 upstream. The magnitude of advance or retreat of salinity during a par- 
 ticular time-interval was measured by the volume of water in the channel 
 or channels through which salinity of a particular degree traveled. The 
 total amount of advance or retreat of salinity was due to the combined 
 effect of tidal action and net stream flow in the particular channel 
 section. Tidal diffusion, a function of tidal action, was determined as 
 the difference of the magnitude of advance or retreat of a particular 
 degree of salinity during a particular time interval and the net stream 
 flow into the same channel reaches for the identical time interval. 
 Mathematically, the relationship was expressed as fo2J.ows: 
 
 C = D-S 
 Where C equals the amount of advance or retreat of salinity in a par- 
 ticvilar channel section (expressed as the volume of channel in acre-feet 
 throxjgh which salinity of a particular degree advances or retreats diiring 
 a particiilar time interval), D equals tidal diffusion, or the effect of 
 tidal action on the total amount of advance or retreat of salinity 
 (expressed in terms of channel volume acre-feet for the same time in- 
 terval), S equals net stream flow in acre-feet passing the particular 
 channel section dviring the same time interval, positive if downstream 
 and negative if upstream. 
 
 - 50 - 
 
From the equation it is evident that: 
 
 1. When the net stream flow "S" is dovmstream and equal 
 in magnitude to tidal diffusion, "D", the advance of 
 salinity "C" is zero. 
 
 2. When the magnitude of tidal diffusion is greater than 
 the net stream flow, salinity incursion results. 
 
 3- When, however, the net stream flow exceeds tidal dif- 
 fusion, retreat of salinity occurs. 
 
 When net stream flow in the lower Delta was less than zero or 
 upstream (i.e.. Delta consumptive use and diversion from the Delta exceeds 
 inflow), both tidal diffusion and net stream flow become additive, maximiz- 
 ing the advance of salinity. The latter combination of conditions brings 
 about the greatest degree of salinity inc\zrsion into the Delta, as has 
 been the case in many of the dry years. 
 
 Since the advance of salinity was seldom if every zero for an 
 appreciable length of time during the course of the investigation in the 
 1920 's, tidal diffusion was indirectly determined. For zero advance of 
 salinity, tidal diffusion must be equal and opposite to net stream flow. 
 For known advances of salinity, tidal diffusion was found from the equa- 
 tion by adding the net stream flow when in the downstream direction, or 
 subtracting when in the upstream direction, to volume "S", the volume of 
 water in the channels through which salinity of a particular degree traveled, 
 "C". The net stream flow for any particxilar section was computed from 
 records of stream flow into the Delta from which estimates of consumptive 
 use above said section were subtracted. Channel volumes were computed from 
 the data of hydrographic surveys of the U. S. Corps of Engineers. 
 
 - 51 - 
 
With records of salinity data on stream flow and channel volumes 
 available from 1920 through I929, values of tidal diffusion in units of 
 acre-feet per day were determined for various degrees of salinity and 
 various locations in the western Delta and Suisun Bay. A series of 
 graphs and charts indicating the relationship of tidal diffusion are 
 shown in Bulletin No. 27- From these relationships of tidal diffusion 
 the relationship of Delta outflow to salinity evolved. 
 
 Since tidal diffusion equals net stream flow when the advance of 
 salinity is zero, Delta outflow to control ssilinity to any desired degree 
 can be shown graphically. The form of the graph used herein is different 
 from that shown in Bulletin No. 27, but the information shown thereon is 
 the same. Such a plot is shown on Plate 15, "Relationship of Delta Out- 
 flow to Salinity in Western Delta and Suisun Bay". Outflow from the 
 Delta in second-feet is shown along the abscissa of the graph and salinity 
 in ppm chlorides is shown along the ordinate. Curves on the graph show 
 the relationship of outflow to control salinity for any concentration of 
 salinity for six locations in the western Delta and Suistin Bay. These 
 locations are stations at which regular four-day salinity observations are 
 made and at which long records are available. Thus, for salinity of 1,000 
 parts chlorides at Antioch, an outflow of about 3>000 second-feet is re- 
 qiiired. Salinity, of course, is in terms of mean tidal cycle surface zone 
 salinity, which is defined below. 
 
 Mean Tidal Cycle Surface Zone Salinity . Mean tidal cycle surface 
 zone salinity is the salinity at a location averaged over a tidal cycle of 
 about 25 hours and measured in the upper foot of the water surface. It is 
 a convenient term to use as a representative of the average salinity of an 
 
 52 
 
entire cross section. In Bulletin No. 27, the validity of this relation- 
 ship was demonstrated. More recent measurements of salinity throughout 
 the Delta have also shown that measurements of salinity in the surface 
 zone are indicative of salinity in an entire cross section. 
 
 Since salinity at a location is continually changing due to 
 tideil action, a means of relating salinity observed at any time of the 
 tidal cycle to the mean salinity for the tidal cycle was necessary. Such 
 a relationship was developed from the investigation leading to publica- 
 tion of Bulletin No. 27- Maximum salinity at a location was found to taJce 
 place at slack water after high tide. It is recalled that on the Pacific 
 Coast there are four tidal peaks each lunar day, of approximately 25 hours. 
 These peaks axe termed higher-high, high-low, low-high, euid lower-low 
 tide . In the Delta reverseil of flow takes place at slack water about 
 one and one-hal f hours after the tidal peak. Four-day salinity observa- 
 tions in the surface zone are generally made one and one-half hours after 
 higher-high tide so the maximum salinity at a location is observed. From 
 the relationship of observed salinity to mean tidsil cycle surface zone 
 salinity, the mean salinity is obtained from the maximum observation. 
 
 In Bulletin No. 27, conversion of maximum ssilinity to mean 
 salinity was in terms of tidal stage. The height of tide was indicated 
 in percent of mean tide for the tidal cycle. Inasmuch as fo\u:-day salinity 
 samples were taken after higher-high tide throughout the month, and average 
 monthly salinity at a location was the salinity value used for incursion 
 studies for this report, a means of converting average monthly salinities 
 obtained one and one-half hours after higher-high tide to mean tidal 
 cycle salinity was desired. Salinity records indicated that 80 percent 
 of all salinity observations in the Delta were made one and one-half 
 
 53 
 
hours after higher-high tide, most of the others were made one and one- 
 half hours after Ijow-high tide, and a few were made at other times. 
 This occurs because approximately 20 percent of the higher-high tides 
 during the course of a year occvir at night. Salinity observation 
 stations are maintained by volunteer personnel and it is more conven- 
 ient for them to take samples during the day at slack water than at 
 night. During a month, f?alinity observations are made, generally when 
 tidal heights are l6o percent of the mean tidal height. Therefore, the 
 curve of l6o percent of mean tidal height, shown on Plate LXII of 
 Bulletin No. 27, was used to convert observed salinity observations to 
 mesin salinity. Plate l6, "Relationship of Surface Zone Salinity to Mesm 
 Surface Zone Salinity", shows this relationship. Mean tidal cycle s\irface 
 zone salinity is shown along the abscissa and observed salinity taken one 
 and one-half hours after high tide is shown along the ordinate . Sa]J.nity 
 on both axes is in terms of ppm chlorides . Future tidal conditions in the 
 Delta are expected to be similar to past conditions, so four-day salinity 
 observations are expected to follow similar patterns. Therefore, the 
 curve relating observed to mean salinity is expected to be representa- 
 tive of future conditions and is used in future estimates of salinity 
 conditions. 
 
 Evaluation of Bulletin No. 27 Salinity-Outflow Relationship . 
 To evaluate the reliability of Bxilletin No. 27 methods of relating salinity 
 incursion to Delta outflow, a graph was drawn comparing derived salinity 
 at Antioch (determined by Bulletin No. 27 relationship) with historical 
 salinity at Antioch. The comparison was made for the yeeirs 1921 through 
 1955 using historical Delta outflows to obtain derived salinities. The 
 
 5^^ 
 
coniparison is shovn on Plate 17, "Comparison of Historical Salinity with 
 Derived Salinity at Antioch". The solid line indicates the actual 
 ssilinities and the dashed line indicates the derived salinities. Histori- 
 ceO. salinities were obtained from published records of four-day salinity 
 observations made one and one-heuLf hours after higher-high tides. The 
 monthly average of these observations was determined and then converted 
 to mean tidal cycle surface zone salinity by use of the graph on Plate 
 16. Derived salinities were obtained from the relationship of salinity 
 to outflow for Antioch shown on Plate 15- Monthly outflows were deter- 
 mined from published records of stream flow entering the Delta and 
 precipitation on the Delta modified by estimates of Delta consumptive 
 use, measured diversions to the Delta uplands, and water exportations 
 from the Delta. 
 
 On Plate 17, it can be seen that there are msmy occasions during 
 the summer months when derived salinities indicate sea water (l8,000 ppm 
 chlorides) . This occurs because at zero outflow, the Delta channels wo\ild 
 eventually become saline. It is recognized, however, that for the short 
 periods of time in the past that outflow was zero, it was not sufficient 
 for such a condition to actually develop. The seilinity outflow relation- 
 ship curves, however, does not account for this. Derived salinities also 
 are seen to reach a concentration of 10 ppm chlorides and remain there 
 throiighout the winter months when outflows from the Delta are large. 
 Again the derived curves do not accurately represent actual salinity con- 
 ditions, because at high flows the sea water has been flushed from the 
 channels, and water quality of the inflows and local drainage are the 
 factors influencing the chloride concentrations of the outflow. Another 
 point noted from the plate is that the derived salinities have an earlier 
 
 - 55 - 
 
occurrence than actual salinities. This is probably due to tvo factors: 
 (l) the time required for flows to pass through the Delta; and (2) a 
 difference in consumptive use and actual depletion of water from the 
 channels (neither of which is reflected in the salinity-outflow relation- 
 ship) . Even with some of the shortcomings of the salinity-outflow 
 relationship it does give reasonable estimates of salinity incursion. 
 It is presently considered adequate for making future estimates of 
 salinity conditions, particularly when the estimates were to determine 
 the percent of time that salinity of a specific concentration would be 
 available at selected locations. 
 
 Other Approaches to Relating Salinity Incursion to Delta Outflow 
 
 Although Bulletin No. 27 methods of relating salinity incursion 
 to Delta outflow were used in these studies, other approaches of doing so 
 were attempted. In fact, considerable time and effort were spent in 
 following through unsuccessful approaches. Two of the approaches studied 
 were undertaken by staff personnel, a third analysis was made by Ir. C. 
 Biemond of the Netherlands, and the fourth was undertaken jointly by the 
 department staff and engineers with Charles T. Main Company of Boston, 
 engineering consultants, who studied the feasibility of the State Water 
 Facilities. A short resume of each of these approaches is given to indi- 
 cate the extent of studies undertaken to find a workable salinity -outflow 
 relationship. Detailed calculations, graphs, and other information gathered 
 and analyzed in these studies are on file as backup data for this appendix. 
 
 Tidal Prism Upstream From 1,000 PPM Chloride Location . A somewhat 
 different approach to using the information on tidal diffusion as developed 
 in Bulletin No. 27, was the relation of tidal diffusion to the tidal prism 
 
 - 56 - 
 
upstream from the location of a particular concentration of salinity. 
 Inasmuch as the location of the maximum incursion of salinity of 1,000 
 parts chlorides has been determined each year from the four-day salinity 
 analyses, the location of this concentration of seuLinity was used in this 
 approach. The tidal prism upstream from the mean location of 1,000 ppm 
 chlorides vas also easily computed. 
 
 Usingthe data from several selected years in which salinity of 
 1,000 ppm chlorides extended various distances into the Delta, the tidal 
 prism upstream from the maximum incursion and the outflow from the Delta 
 at the time of maximum incursion was computed. A relationship of Delta 
 outflow to tidal prism volume upstream from the 1,000 ppm chlorides 
 location was then determined by a graphical plot of the data. Combining 
 this plot with the curve showing the relationship of tidal diffusion to 
 tided, prism volume in Bulletin No. 27, gave a composite curve relating 
 Delta outflow to tidal prism upstream from the location of 1,000 ppm 
 chlorides . 
 
 It was assumed that closing many of the channels in the Delta 
 and separating them from tidal water by the master levee system as pro- 
 posed in facilities for the Delta, would decrease the tidal prism in the 
 Delta. With a reduced tidal prism for the Delta it was believed that the 
 curve could be used to determine the outflow necessary to control salinity 
 of 1,000 ppm chlorides at a location near Antioch. But as a result of 
 electronic analog model studies of San Francisco Bay and the Delta con- 
 ducted at the University of California at Berkeley, it was shown there 
 would be an increased tidal range in the channels not removed from tidal 
 influence. The end result of the removal of chajinels from tidal influence 
 and the increased tidal amplitudes on the channels remaining under tidal 
 
 - 57 
 
influence, was that no appreciable change in tidal prism in the Delta 
 would take place. Hence, the relationship between Delta outflow and 
 tidsuL prism voltime upstream from the 1,000 ppm chloride location was 
 not applicable in predicting future outflows to control salinity. 
 
 Prior to concluding that this approach was not useful for 
 making predictions of salinity conditions under operation of Delta 
 Water Facilities, studies were undertaken to show the validity of the 
 relationship. Field measixrements of salinity ajid stream flow were made 
 on the Napa, Noya, and Russian Rivers to gather sufficient data to make 
 such a determination. Unfortunately the salinity inciirsion pattern in 
 these rivers was not similar to that in the Delta, so was not adequate 
 to prove the validity of the relationship. Data collected from these 
 studies, and maps showing the locations of measuring points, are in- 
 cluded in the backup data of this office report. 
 
 Salt-Routing Studies by Machine Computations . This approach to 
 relating salinity incursion to Delta outflow utilized the continuity 
 principle. The estuary was divided into a number of reaches, and the flow 
 into a reach had to equal the flow out of a reach, plus or minus the change 
 of water storage in the reach. In the method, the mixing of fresh and saline 
 waters in a reach was assumed. The amount of mixing, whether complete or 
 partial, was varied, as the method was refined to approach more representa- 
 tive of actual conditions . 
 
 The method originally used was programmed for the IBM 65O computer 
 at Stanford University under the direction of Professor Ray K. Linsley, 
 engineering consultant to the Delta water facility studies; by Dr. Robert 
 Oakford, lecturer on industrial engineering; and Donald R. Brisell, a 
 
 - 58 
 
graduate student. Salinity, stream flow diversions, and tidal informa- 
 tion in the Delta and Bays gathered during the IT-day lunar cycle measure- 
 msnz of out-flow from the Delta in September 195^, was the basic data used 
 in the salt-routing computations. Results from the IBM 65O computer cauL- 
 culations revealed that the mathematical model as programmed, did not re- 
 produce actual salinity conditions in the Delta. 
 
 It was therefore assumed that the phenomena of mixing was not 
 adequately described in the mathematical equations used in the method, 
 and refinements would have to be made. Refinements were made as to the 
 amount of mixing in a reach, and the effect of the salinity gradient on 
 the mixing. Even with these modifications the salt-routing method failed 
 to produce a satisfactory salinity incursion-outflow relationship. 
 
 Biemond Analysis . Concurrent with other studies to determine 
 the relationship of sea water incursion into the Delta and the outflow 
 therefrom, the department contracted with Ir. C. Biemond, consulting 
 engineer of the Netherlands, to analyze the problem and submit a report 
 on his findings. Ir. Biemond was the engineer engaged by the department 
 in 195^ to develop coii5)rehensive plans for exporting water across the 
 Delta and pixrviding salinity and flood protection thereon. Ir. Biemond 
 spent several weeks in California and developed the plan known as the 
 Biemond Plan, the principles of which are reflected in the proposed 
 facilities for the Delta. 
 
 Ir. Biemond submitted a report to the department divided into 
 three sections. Section 1 described the phenomenon of mixing of fresh and 
 S£L3J.ne waters in Delta channels; Section 2 presented the mathematical 
 analysis of the phenomenon described in Section 1; and Section 3 applied 
 
 - 59 
 
the material covered in Sections 1 and 2 to predict future salinity in 
 the Delta under operation of Delta Water Facilities. The data which 
 Ir. Biemond analyzed for his analysis was the large volume of velocity 
 and salinity information gathered during the 17-day lunar cycle 
 measurement 
 
 Ir. Biemond found from his analysis of data from the lunax 
 cycle measurement that there was a difference in movement of water at 
 two depths of the channel. The difference in water movement, Ir. Biemond 
 believed, was the reason for the difference in salinities at the two depths. 
 He, thus, concluded that dual-layer flow existed in the Delta channels. 
 He made a mathematical evaluation of the dual-layer theory and demon- 
 strated that calculations could be made to predict changes in tidal flow 
 and salinities . He then used the theory developed and information on 
 salinity gradients in the estuary to predict future salinity conditions 
 with Delta facilities in operation. 
 
 The method was reviewed by Dr. Einstein, Professor of Hydraulic 
 Engineering at the University of California, and Professor Ray K- Linsley 
 of Stanford University. They concurred in the conclusions of department 
 personnel that inadequacy and errors of the basic data prevented the 
 method from being reliably used to relate Delta outflow to salinity in- 
 cursion and msuke predictions of salinity conditions in the future with 
 Delta Water Facilities in operation. 
 
 Glover Method . In collaboration with engineers of the Charles T. 
 Main Company, staff personnel of the department wrote a program for the 
 IBM 650 computer to perform mathematical computations for a method em- 
 ployed by Robert E. Glover to analyze salinity conditions in the Delta. 
 
 - 60 - 
 
Mr. Glover, an engineer with the U. S. Bureau of Reclamation, wrote a 
 paper on a method of computing transient seilinity conditions in the 
 Delta. The information used in perfecting this method was historical 
 four-day salinity observations made by the department, results of office 
 and hydraulic model studies conducted by the Bureau of Reclamation, and 
 theoretical salinity diffusion equations. 
 
 Mr. Glover, in his ansilysis, used actual salinity incursion 
 patterns in the Delta to compute the outflow from the Delta to reproduce 
 such salinity patterns. With the computed outflows a monthly depletion 
 of water from the Delta channels was derived and compared to estimated 
 consumptive use. A set of constants, applicable to the Delta for the 
 diffusion equation, was also determined. 
 
 In applying this method to finding a s\iitable salinity incursion- 
 Delta outflow relationship, the data from the monthly channel depletions 
 and constants for the diffusion equation were utilized. Historical 
 salinity in ppm of total dissolved solids (tDS) from the Bureau of Reclama- 
 tion salinity recorder records for the months of May through September 1955 > 
 from seven locations in Suisun Bay and the western Delta were used in this 
 study. Using Delta outflows during the identical time period the object 
 was to reproduce the salinity conditions in the Delta using the Glover 
 method. This approach was also unsuccessful in reproducing historical 
 salinity conditions, even after several changes were made in the value of 
 the constants and the monthly depletions. 
 
 Delta Outflow For Salinity Control 
 
 If waters in the Delta are to be diverted directly from Delta 
 channels for municipeLL and industrieuL process use, then an outflow to 
 
 - 61 - 
 
maintain low concentrations of saline waters is needed. If water 
 is to be diverted for agricultural purposes, then a higher concentra- 
 tion of saline water can be allowed. If transport of good quality- 
 water across the Delta for export therefrom is the prime objective, 
 than an outflow commensurate to accomplish that objective is necesssiry. 
 In the Delta, water for these three purposes plus recreation, naviga- 
 tion, and other uses is needed. Therefore, because the uses of water 
 in the Delta are various, the selection of an outflow for control of 
 salinity becomes one of economics. 
 
 Minimum Outflow for Protection of the Delta 
 
 An outflow of 3^300 second-feet was recommended in Bulletin 
 No. 27 as that required to provide salinity control- in the Delta. The 
 degree of control was 1,000 parts chlorides per million parts water, 
 mesin tidal cycle surface zone salinity, at a point 0.6 miles below 
 Antioch. This degree and point of control was selected, at the time of 
 publication of Bulletin No. 27, as the most economical to provide an 
 adequate and usable supply of good quality v/ater to the Delta. It was 
 concluded that at times when the natural flow of the rivers was insuf- 
 ficient to provide an outflow of 3p300 second-feet these flows should 
 be supplemented by releases of fresh water from upstream storage reser- 
 voirs. The facility proposed to provide the necessary storage of water 
 for controlled releases, in addition to other multipurpose fixnctions , 
 was Shasta Dam and Reservoir. 
 
 Views of the State of California regarding salinity control 
 in the Delta were given in Reference 5- The following statement is 
 extracted from that report: 
 
 62 - 
 
"In order to control the advance of salinity, a supply 
 of water flowing into the Delta must be provided sufficient 
 in amount, first to take care of the consumptive use in the 
 Delta and, second, an additional amount flowing into Suisun 
 Bay sufficient to repel the effect of tidal action in advanc- 
 ing salinity. The studies show that the practicable degree 
 of control by means of fresh water raleases would be a control 
 at Antioch sufficient to limit the increase of salinity at 
 that point to a mean degree of not more than 100 parts of 
 chlorine per 100,000 parts of water, with decreasing salinity 
 upstream. In order to effect a positive control of salinity 
 at Antioch to this desired degree, of flow of 3>300 second-feet 
 in the combined channels of the Sacramento and San Joaquin 
 Rivers past Antioch into Suisun Bay would be required." 
 
 In the authorization of the Central Valley Project, salinity control was 
 
 considered a function of the project, and statements at various times 
 
 concerning the project have considered salinity control for protection of 
 
 the Delta as a basic function. 
 
 After Shasta Dam and Reservoir were constructed in 19^+^+ by the 
 
 Biireau of Reclamation as a part of the Central Valley Project, it was 
 
 operated to provide salinity protection to the Delta. Because of the 
 
 release of fresh water to supplement natural flows, CVP has prevented 
 
 the incursion of salinity into about 95 percent of the Delta. The 5 
 
 percent of the Delta not protected from salinity of 1,000 parts chlorides 
 
 is in the western portion, of which Sherman Island is the primary area. 
 
 However, the project has aggravated salinity problems in areas below the 
 
 vicinity of Antioch by storing late spring runoffs which otherwise would 
 
 have flushed saline water lower into Suisun Bay. 
 
 Minimum Outflow for Operation of the Central Valley Project 
 
 The official position of the Bureau of Reclamation toward 
 salinity control in the Delta was stated in a letter to the department 
 in response to a request to the Regional Director to comment on Bulletin 
 
 - 63 - 
 
No. 60 (Ref. 1^)-) with respect to the ass\ainption contained therein on 
 the operation of the Central Valley Project for salinity control. In 
 the letter the Regional Director stated "I consider that the obligations 
 of the Central Valley Project are satisfied when a satisfactory quality 
 of water is provided at the intake to the Contra Costa and Tracy Pumping 
 Plant". The Bureau of Reclamation has concluded that under present con- 
 ditions of upstream development and diversions from the Delta, satisfactory 
 water can be assured at the project pumps by maintaining a computed mini- 
 mum outflow of approximately 1,500 second feet. Under present operation 
 of the Delta pumping facilities of the Central Valley Project, water 
 exported from the Delta in the Contra Costa Canal is approximately 70,000 
 acre -feet per year at a peak rate of about I80 second-feet; and in the 
 Delta-Mendota Canal it is approximately 1,360,000 acre-feet per year at 
 a peak rate of about U,150 second-feet. 
 
 The Bureau of Reclamation has thus expressed its opinion that 
 the quality of water- exported from the Delta is the prime consideration 
 for salinity control therein. It is realized that operation in this 
 manner does provide salinity protection for the Delta, but not to the 
 extent recommended by the State in Bulletin No. 27. 
 
 Minimum Outflow for Operation of the Delta Water Facilities 
 
 Facilities for the Delta were designed for multipurpose functions. 
 Among the functions of paramount importance were conservation of water 
 supplies and salinity control to provide adequate quantity and quality of 
 water for use in, and export from, the Delta. One thousand second-feet 
 was outflow determined to be the minimum to accomplish these functions 
 for each of the alternative projects for the Delta, except the Chipps 
 
 - 6h 
 
Island Barrier Project. Determination of this minimum outflow is dis- 
 cussed in Chapter V of this appendix. 
 
 With an outflow of 1,000 second-feet, the concentration of 
 saJ-inity in the lower reaches of the Delta will be higher than with 
 1,500 second-feet outflow, and the incursion will extend further up- 
 stream into the channels. The mean location of salinity of 1,000 parts 
 chlorides will be about the center of Decker Island in the Sacramento 
 River and the mouth of False River on the San Joaquin River. With Delta 
 facilities constructed, however, this outflow will protect the water 
 transported across the Delta from degradation by ocean salinity, will 
 provide 90 percent, or ^50,000 acres of the Delta with protection from 
 salinities greater than 100 parts chlorides. Substitute water facilities 
 will provide equivalent water supplies for agricultural, municipal, and 
 industrial purposes to the remaining ten percent of the Delta located 
 within the Western Delta. 
 
 Minimum Outflow to Meet Water Demands from the Delta Without Delta Water 
 
 Facilities 
 
 To evaluate the benefits of water conserved by the Delta Water 
 Facilities, an estimate of Delta outflow was needed if works in the Delta 
 were not constructed and demands for quality water from the Delta were 
 met. Such an estimate was made using the techniques of routing salt and 
 water through the Delta. The premise of the study was that; the natural 
 channels and the Delta Cross Cannel have limited capacity in transferring 
 water from the Sacramento River system into the San Joaquin system, and 
 when the San Joaquin River flow is low the additional water to supply the 
 export demand at the southern part of the Delta must move through Threemile 
 Slough and around the western tip of Sherman Island. If the concentration 
 
 65 
 
of saline water in the Western Delta is high, then the mixture of water 
 arriving at the pumps would be contaminated with sea water and would not 
 meet the standards recommended for water to be exported from the Delta. 
 Taking into accovint (l) the quantity and quality of inflow water, (2) 
 consunrptive use in the Delta, (3) degradation of the water due to the 
 Delta draineige, (h) distribution of flows in the Delta, and (5) demands 
 for export water, the salt-routing technique was used to determine the 
 outflow necessary to limit the concentration of sea water in the Western 
 Delta so that flows moving to the pumps would be of good quality. 
 
 The many calculations for this study were performed on an 
 electronic digital computer. Details of the study and a listing of the 
 results are in the back-up data for this office report. A graphical 
 presentation of the results is shown on Plate I8, "Relationships of Delta 
 Outflow to Rate of Export Pumping from Southern Delta". Each curve on 
 the graph is for a different rate of consumptive use in the Delta, and 
 the quality of water ejqiorted was estimated at 100 ppm chlorides, the 
 concentration of chloride recommended by a board of consultants (1955) 
 for the department for water quality objectives of water exported from 
 the Sacramento -San Joaquin Delta. Other factors used in the development 
 of these curves were (l) Sacramento River inflow water quality, I5 ppm 
 chlorides; (2) San Joaquin River inflow rate, 5OO second-feet and quality 
 200 ppm chlorides; and (3) flow to pumps from Western Delta, I/5 through 
 Threemlle Slovigh and I+/5 around lower Sherman Island. Consequently, if a 
 total export of water from the Southern Delta of 1^,950 second-feet is made, 
 consisting of 10,000 second-feet by the State in its San Joaquin Southern 
 California Aqueduct, i+,600 second-feet by the Bureau of Reclamation in the 
 Delta-Mendota Canal, and 350 second-feet in the Contra Costa Canal, the 
 
 66 
 
outflow from the Delta necessary to provide vater not to exceed 100 ppm 
 chlorides vrith a Delta consuii5)tive use of 5»000 second -feet under the 
 conditions set forth above is about 6,000 second-feet. The relationship 
 shown on Plate l8 was thus used to make estimates of Delta outflow for 
 present channel conditions and future demands for water from the Delta. 
 
 The quantity of stored water that would have to be i~eleased 
 for control of salinity to enable the export of future quantities of 
 water from the Delta was estimated for each 20-year condition of develop- 
 ment. This was done from operation studies using a 20-year period of 
 water supply, as discussed in Chapter IV of this appendix by determining 
 the quantity of stored water which as part of the total outflow from the 
 Delta for project operations. The quantity of stored water necessary 
 for salinity control to meet future export demands with the existing 
 channel system, is shown on the chart on page i+5 of Bulletin No. 76. 
 
 67 - 
 
CHAPTER IV. WATER RESOURCES 
 
 Discussions in this chapter include: (1) the supply of 
 water to the Delta, (2) the utilization of water in the Delta, and 
 (3) the outflow of water from the Delta. These three aspects are 
 examined for natural, historic, present, and future conditions of 
 development within the Delta and upstream watershed areas for iden- 
 tical water supply conditions. The four conditions of development 
 are compared by using the 20-year water supply conditions of 1921-22 
 to 19U0-U1. 
 
 Supply of Water to the Delta 
 
 Water supply to the Delta consists of surface runoff from 
 drainage basins in the Central Valley and precipitation in the Delta. 
 Subsurface inflow into the Delta islands from adjacent ground water 
 basins does not appear to be appreciable. These three sources of 
 water supply are discussed in the ensuing paragraph. 
 
 Surface Inflow to the Delta 
 
 The Sacramento- San Joaquin Delta is the outlet of the 
 Central Valley to the saline bays, and thence the Pacific Ocean, and 
 receives its supply of water from the entire Central Valley Drainage 
 Basin. The Sacramento River Basin, with an area of approximately 
 26,000 square miles lying north of the Delta, produces the greater 
 portion (about 70 percent) of the flows arriving in the Delta. Its 
 major tributaries originating in the Sierra-Nevada are the Feather, 
 
 69 
 
Yuba, and the American Rivers. Stony, Putah, and Cache Creeks located 
 on the west side of the basin draining the coast range are generally 
 intermittent in flow. These are the more productive streams, in terms 
 of runoff, from the west side." The Goose Lake Basin vdiich lies within 
 the Sacramento River Drainage Basin contributes flow to the Sacramento 
 ftiver Basin only during periods of extreme high flow. 
 
 The San Joaquin River Basin has a total area of 3 6,000 square 
 miles, excluding the Tulare Lake area. Principal tributaries of the 
 San Joaquin River are the >5erced, Tuolumne, Stanislaus, and Mokelumne 
 Rivers. These streams all drain the westerly slopes of the Sierra 
 Nevadas and flow westerly into the basin. The west side streams drain- 
 ing the easterly slopes of the coast range on the west side of the San 
 Joaquin River Basin are extremely intermittent in flow and produce a 
 small percentage of the total runoff from the basin. In times of high 
 runoff flows from Tulare Lake Basin spill through Fresno Slough into 
 the San Joaquin River. 
 
 Records of stream flow on the major tributaries to the main 
 rivers draining the Csntral Valley are available for various periods 
 of time. Records of flow for many of the smaller streams also have 
 been maintained for brief lengths of time. First records of stream 
 flow in the Central Valley were obtained by former State Engineer, 
 Vi/illiara Ham Hall. Later records of stream flow are available in pul>- 
 lications of the U. S. Geological Survey. As of September 30, 19U7, 
 records from 96 stream gaging stations located in the Sacramento River 
 Basin and 105 stream gaging stations in the San Joaquin River Basin 
 have been available. Considerable information as to the name, loca- 
 tion, and elevation of stream gaging stations in the Central Valley 
 
 - 70 - 
 
have been published in Bulletin No. 1 (ref. 35). In this publication 
 the period, source, and type of record are listed. Use of these 
 records was made in the development of natural runoff from the Central 
 Valley to the Delta. 
 
 Precipitation records within the Central Valley also have 
 been maintained for various periods of time. Precipitation stations 
 with records of 10 years or more are also listed in Bulletin No. 1. 
 Use was made of precipitation records in determining stream flow to 
 the Delta for areas in which stream gaging stations were not available. 
 For areas in which neither precipitation records nor stream gaging 
 records were available, a method of correlation between the particular 
 drainage basin and similar drainage basins was used to determine flows 
 therefrom. 
 
 Locations at which inflows to the Delta are measured are 
 shown on Plate 19, "Central Valley Drainage Basins", and are tabulated 
 in Table 6. Based on historical records from October 1921 through 
 September 1957, flow of the Yolo Bypass near Woodland accounted for 
 approximately 10 percent of the flow, Sacramento River at Sacramento 
 for approximately 6? percent, and San Joaquin River near Vernalis for 
 16 percent, totaling 93 percent of the total Delta inflow. The other 
 10 stations have contributed the remaining 7 percent of flow. 
 
 - 71 
 
TABLE 6 
 SACRAMENTO- SAN JOAQUIN DELTA INFLOW MEASURING STATIONS 
 
 Num-: : Approximate percent 
 
 ber ; Name : total Delta inflow 
 
 1 Putah Creek near Davis (formerly at 
 
 Winters) 
 
 2 Yolo Bypass near Woodland 10 
 
 3 Flow over the Sacramento Weir 
 
 h Sacramento River at Sacramento 6? 
 
 $ Cosimnes River at McConnell (formerly Michigan Bar) 
 
 6 Dry Creek near Gait 
 
 7 Mokelumne River at Woodbridge 
 
 8 Calaveras River near Stockton (formerly at Jenny 
 
 Lind) 
 
 9 Stockton diverting canal at Stockton (formerly 
 
 Calaveras River at Jenny Lind) 
 
 10 San Joaquin River near Vernalis 16 
 
 11 Bear Creek near Lockeford (measured since 1955) 
 
 12 Duck Creek near Stockton (measured since 1955) 
 
 13 French Camp Slough near French Camp (measured 
 
 since 1955) 
 
 NOTE: Stations with undesignated percentages total 
 7 percent of total Delta inflow. 
 
 Factors Influencing Surface Inflow to the Delta. Factors which play 
 an important role in determining the flow arriving at the Delta from the 
 Central Valley are (1) variation in stream flow, (2) exports of water from 
 the Central Valley upstream from the Delta, (3) use of water upstream from 
 the Delta, (Ii) power generation and reservoir storage, and (5) importation 
 of water into the Sacramento and San Joaquin Basins. 
 
 (l.) Variation in Stream Flow. Variation in surface inflow is the largest 
 factor affecting runoff to the Delta. In addition to annual f luctuatiom- 
 in surface inflow there are seasonal fluctuations. July through October 
 are months of low ninoff , vriiile December through May are months of high 
 flow. Flows in June and November are somewhat intermediate between the 
 
 - 72 - 
 
extremes, their magnitude depending largely upon the wetness of the 
 season. In Table 7, the estimated maximum, minimum, and mean monthly 
 inflowp to the Delta under natural conditions for the period 1921-22 
 to 19U0-[il are tabulated. 
 
 TABLE 7 
 
 ESTIMATED MAXIMUM, MINIMUM, AND MEAN NATURAL INFLOW 
 TO THE DELTA FOR WATER YEARS 
 1921-22 THROUGH 19i;0-Ul 
 (Units 1,000 acre-feet) 
 
 Month 
 
 Maximum 
 
 Minimum 
 
 Mean 
 
 October 
 
 November 
 
 December 
 
 January 
 
 February 
 
 March 
 
 April 
 
 May 
 
 June 
 
 July 
 
 August 
 
 September 
 
 2,52$ 
 
 6,293 
 
 6,021: 
 
 8,688 
 
 10,599 
 
 7,907 
 
 9,OU4 
 
 6,166 
 
 2,360 
 
 922 
 
 617 
 
 332 
 
 l;l47 
 
 353 
 
 82h 
 
 U55 
 
 1,735 
 
 662 
 
 2,080 
 
 738 
 
 3,61i5 
 
 756 
 
 3,816 
 
 1,260 
 
 h,266 
 
 1,298 
 
 li,272 
 
 5oh 
 
 2,600 
 
 3h9 
 
 993 
 
 297 
 
 U99 
 
 281 
 
 U06 
 
 A casual inspection of Table 7 shows that variations were the 
 rule, with an extreme variation in monthly inflow in September of 261,000 
 acre-feet, and March with an inflow of 10,599,000 acre-feet. In fact, it 
 was not uncommon for the flow in an individual month, (such as March 1938), 
 of a wet year to exceed the entire annual flow in a dry season, such as 
 1923-2U and 1930-31. 
 
 Because of wide fluctuations in runoff from the Central Valley 
 Drainage Basin, inflow to the Delta also fluctuates. To determine the 
 availability of water in the Delta, a period of serveral years must be 
 
 - 73 - 
 
examined so that the irregularities of an individual year are not given 
 more consideration than other years. 
 
 The water supply study period selected for analyses was the 
 20-year period commencing October 1921 and extending through September 
 I9I4I. Within this study period is included the most severe drought period 
 of record, 1927-28 through 193U-35, and the near maximum seasonal flow of 
 the 1937-38 season. This 20-year period also includes the dryest years of 
 record, namely, 192li and 1931. 
 
 Estimates of stream flow are used to compare the availability of 
 vjater within channels of the Sacramento-San Joaquin Delta for various condi- 
 tions of historic and future development. The appropriateness of the selected 
 study period is substantiated by the fact that the selected 20-year period 
 has a water supply about 85 percent of the long-term 50-year period, water 
 years 1907-08 to 1956-57. 
 
 Another factor influencing the selection of the 20-year period was 
 that the department has utilized this period in developing water supply data 
 for other California water resources development investigations. The Bureau 
 of Reclamation has also employed this period in their studies of water supply 
 in the Central Valley. 
 
 (2.) Exports of Water From the Central Valley Upstream From the Delta. 
 Exports of water from the Central Valley is another factor which influence 
 the amount of runoff from the Central Valley reaching the Delta. Two notable 
 examples of such exportation of water from the San Joaquin River Basin are 
 those of the East Bay Municipal Utility District, and the City of San Francisco. 
 
 ^k - 
 
One of the first exports of water from the Central Valley was 
 that of the East Bay Municipal Utility District (EBMUD). Their supply 
 is taken from the Kokelumne River and is transported by pipelines from 
 Pardee Reservoir across the Delta to the east Bay area. The EH4UD began 
 water deliveries to the east bay in June of 1929 and from 1930 to 19U2 
 exports have risen to somewhat over 100,000 acre-feet per year with a 
 maximum of 127,000 acre-feet in 19U8-U9. 
 
 The second exportation of water out of the basin was by way of 
 Hetch Hetchy Aqueduct from Tuolumne River for eventual use by the City 
 of San Francisco. Deliveries of water from the Tuolumne River system ' 
 commenced in 193^1 • In early years exports varied from 2,000 to 50,000 
 acre-feet per year and from 19U5 to date have exceeded 56,000 acre-feet 
 annually with a maximum of 123,000 acre-feet in 195U-55. As both of these 
 exports were relatively small, compared to total Delta inflow their effect 
 on runoff to the Delta was slight. Interbasin transfer of water by opera- 
 tions of the Central Valley Project are not considered as exports from the 
 valley. 
 
 (3.) Use of VJater Upstream from the Delta. Use of water in the Central 
 Valley also effects the surface inflo;-/ to the Delta. Continued development 
 of agricultural, municipal, and industrial endeavors gradually required 
 greater quantities of water in upstream areas, resulting in smaller flows 
 to the Delta, particularly in summer months. This gradual reduction in 
 Delta water supply became of such magnitude in the dry seasons of 1918 and 
 192ii as to be readily apparent to Delta water users. Considerable reduction 
 
 75 
 
in summer flow diiring dry years persisted until Shasta Reservoir commenced 
 operations in 19hli. Inflow to the Delta from the Sacramento and San Joaquin 
 Rivers will probably continue to be reduced by increasing requirements for 
 water within the drainage basin. 
 
 The "County of Origin" law requires that future demands for water 
 within a local area must have priority over requirements in other areas. In 
 estimating future consumptive use it was assumed that supplies would be 
 developed to the extent necessary to meet all estimated requirements. 
 
 In an office report (Reference 25) compiled by the Economics Unit 
 of the department, consumptive use in the entire valley, including the Delta, 
 at future conditions of development was estimated as shown in Table 8. 
 
 TABLE 8 
 
 ESTDWTED DEPLETION OF INFLOW w 
 
 TO THE DELTA BY UPSTREAM- WATER USERS-'^ 
 
 : Annual depletion, in , 
 Year : millions of acre-fee't-' 
 
 1900 1.1 
 
 1920 3.1 
 
 19ljO 5.8 
 
 1955 (present) 7.1; 
 
 1970 8.3 
 
 1980 9.5 
 
 1990 10.9 
 
 2000 12.0 
 
 2020 13.6 
 
 ~TJ Present conditions defined under the section 
 of this chapter on "Outflow from Delta". 
 2/ Depletions include there of several areas of 
 the Central Valley Project upstream from the Delta. 
 
 - 76 
 
(h.) Power Generation and Reservoir storage. Pokier generation and 
 reservoir storage is another factor which influences the inflow of water 
 to the Delta. In general, water is stored in high flow months to be re- 
 leased during periods of low flow. Power releases tend to regulate 
 natural flows by supplementing flows during low runoff periods. 
 
 Prior to construction of Ghasta Dam and Reservoir about 50 percent 
 of the total storage capacity in all reservoirs in the Central Valley was 
 utilized for pov/er purposes. Since Shasta Dam, hov;ever, the percentage 
 of storage capacity utilized for power purposes has decreased to about 25 
 percent of total storage. Shasta Dam and Reservoir are units of a multi- 
 purpose project, and power development is an integral part of its operation. 
 With further integration of Bureau of Reclamation facilities and coordination 
 with state facilities, the separation of the effect of a single -purpose 
 power or water conservation operation will become more difficult to evaluate. 
 
 ($.) Importation of Water into Sacramento-San Joaquin River Basins. 
 Importation of water into the Central Valley basins is the fifth factor 
 affecting siu'face inflow to the Delta. In the immediate future, the Bureau 
 of Reclamation will bring water from the Trinity River into t-he Sacramento 
 River system. These imports of water will augment the flow reaching the 
 Delta unless diverted for prior use. Under operation of the proposed State 
 Water Facilities, additional water will be imported from north coast streams 
 by developing projects for that purpose. These imports will also effect 
 runoff arriving at the Delta. The quantity of water expected to be imported 
 from streams on the north coast, and the dates those quantities are expected 
 to be needed, are listed later in this chapter. 
 
 77 - 
 
I 
 
 From the discussion of the factors which influence flows arriving 
 at the Delta it can readily be seen that availability of water in the 
 Delta depends on several factors other than export of water from the Delta. 
 
 Natural Inflow to the Delta. For purposes of this study natural 
 conditions are defined as those in existence before any significant agricultural, 
 municipal, or industrial development in the Sacramento and San Joaquin Valleys. 
 Natural conditions can be considered to be quite similar to the condition of 
 development which was prevalent about 13^0. In 1350 very few, if any, of the 
 streams were leveed, channel rectifications had not been made, and agricultural 
 developmcnb had not yet commenced. Early publications were consulted to find 
 descriptions of the natural topography of the Sacramento and San Joaquin 
 River Basins. 
 
 Under natural conditions the Sacramento River built up small 
 natural levees on each side of its banks. It is noted, however, that these 
 levees were not continuous, but crevasses or breaks were located at various 
 points within the basin. Lands adjoining the river were higher than the lands 
 at some distance from the river, there being a gradual slope from the river 
 to the low point of the basin. Basins adjoining the rivers were great saucer- 
 like areas which in times of flood became filled wibh water. Tule growths were 
 quite prevalent in these basins. 
 
 In times of flood the San Joaquin River also spread out over con- 
 siderable area but not to the same extent as the Sacramento River in the 
 Sacramento Basin, orimarily because the quantities of flood runoff did not 
 approach the magnitude of flood flows in trie Sacramento River. 
 
 - 78 
 
The Delta region, located at the confluence of Sacramento and 
 San Joaquin Rivers, under natural conditions was at or near sea level and 
 was composed of numerous islands with hundreds of miles of interconnect- 
 ing channels and sloughs. The Delta region particularly was covered with 
 dense stands of tules and other luxuriant growth which consumed considerable 
 quantities of water. 
 
 Determination of natural flows to the Delta was made for the 
 selected 20-year period, 1921-22 to I9I4O-UI. In the computations, historic 
 stream gaging records were modified to reflect historic consumptive use, 
 diversions, and regulation in the basin. To simplify the computations of 
 natural runoff the basin was considered in three parts. The first part was 
 the area lying above the valley floor, which is the principal source of all 
 flows from the basin to the Delta. Precipitation in this area generally is 
 of greater magnitude than in other areas of the basin and much of the pre'ci- 
 pitation falls as snow and is retained as natural storage for subsequent 
 runoff during warmer months. The second part was that of the valley floor 
 below the foothill stations and above the Delta. The third part was the 
 Delta region itself. Evaluation of each of these areas in affecting flows 
 to the Delta are considered separately. 
 
 The first step in computing natural flow was the collection of all 
 available meas\irements of stream flow at foothill stations of various tribu- 
 taries to the Sacramento and San Joaquin Rivers. The stations were generally 
 located above the valley floor and were separated into 37 separate segments 
 of the Central Valley Basin. Each segment was then carefully examined to 
 determine the amount of runoff that it contributed to the total flow on a 
 
 79 - 
 
monthly basis. These 37 segments include some .30,000 square miles of 
 drainage area. The location of these segments are shown on Plate 19- 
 Segments of the valley utili^.ed in this investigation, their approxi- 
 mate average annual runoff, and the method used in determining natural 
 runoff, are shoiim in Table 9. 
 
 Records of historic stream flow were available for 33 percent 
 of the drainage area covered by the 37 segments. Natural flovj was deter- 
 mined by modifying measured historic flows by historic diversions, return 
 flow, and effects of reservoir regulation. In the remaining 17 percent 
 of the area above the valley floor two methods were used for estimating 
 monthly natural flow. For 13 percent of the area, natural runoff was 
 obtained by correlation with known natural runoff computed from historical 
 records of a similar drainage basin. For Jj percent of the area, runoff 
 was developed from historic precipitation occuring in the area. In this 
 method, engineering judgment as to the natural amount of consumptive use, 
 ground water storage changes, and infiltration was relied upon to determine 
 the runoff. Summation of monthly flows from each of the 37 segments is 
 the Quantity of natural flow contributed by the area above the foothills. 
 
 The next question to consider was the effect the valley floor 
 would have on these flows as they passed downstream to the Delta. Would 
 the flows be increased or decreased in passing through the valley floor? 
 Several attempts to evaluate what would happen to these flows while on 
 the valley floor were made using different assiimptions. One assumption 
 was that the monthly quantities of runoff from the foothills would pass 
 through the valley unchanged in magnitude or distribution. Thise assump- 
 tion irplies that natural consumption within the valley would equal the 
 
 80 - 
 
precipitation within the valley. It is obvious that this assiimption is 
 a simplification of what actually occurrojd in any particular monLli, or 
 along any particular stream. It is believed, however, that the monthly 
 flow leaving the valley floor and entering the Delta xinder this assumption 
 would be reasonable. In view of the complexities of refining estimates of 
 natural flows, it is believed that this assimption is adequate for this 
 investigation. Thus computed natural flows at the foothill stations above 
 the valley floor were assumed to be the natural infloxjs to the Delta. 
 Natural inflows to the Delta for the 20-year period, 1921-22 water year to 
 19liO-l)l water year are shown in Table 10, The average annual inflow to 
 the Delta for the 20-year period was about 25,800,000 acre-feet. Convert- 
 ing the average annual inflow for the 20-year period to the 50-year or long- 
 term mean, (1907-08 to 1956-57) would give a natural annual inflow to the 
 Delta of about 30,300,000 acre-feet. 
 
 Historical Infloxr; to the Delta. In addition to determining 
 natural flows entering the Delta, histori; inflows on a monthly basis were 
 also determined. Recorded flows at the 13 Delta inflow stations, listed 
 in Table 6, were summarized from "Reports of Sacramento- San Joaqiiin Water 
 Supervision". Total monthly flows are listed in Table 11 for water years 
 1921-22, through 1957-58. Flows are listed ;^n thousands of acre-feet on a 
 monthly basis. Stations 11, 12, and 13 were not measured until 1955, but 
 prior to then an estimate of return flow from the diversions to the Delta 
 uplands was added to the other measured flows to obtain total inflow to 
 the Delta. 
 
 Pr esent Inflow to the Delta. Present inflow is defined as the 
 infloii; to tne Dtlta that would have occurred if present develonments and 
 
 - 81 - 
 
TABLE 9 
 
 SECS'IENTS OF CF.NTIIAL VALj^EY IHAINAGE BASIN 
 GOWTiilBUTING FLOW TO THE 
 SACHAI'IENTO-SAN JOAQUIN RIVER SYSTEM 
 
 Aoproximate 
 
 Segment 
 
 average annual 
 
 determining 
 natural runoffi/ 
 
 Wo. 
 
 Stream and Gaging Location flow 
 Putah Creek near Winters 
 
 in 1,000 A.F. 
 328 
 
 1 
 
 A 
 
 2 
 
 Cache Creek near Capay 
 
 J4I6 
 
 C 
 
 3 
 
 Unmeasured streams, Cache Creek to 
 
 
 
 
 Stony Creek, above 500 foot contour 
 
 205 
 
 C 
 
 It 
 
 Stony Creek at Canyon Houth 
 
 265 
 
 A 
 
 5 
 
 Thomas Creek at Paskcnta 
 
 180 
 
 A 
 
 6 
 
 Unmeasured streams in Thomas Creek 
 
 
 
 
 drainage area above 500 foot contour 
 
 59 
 
 C 
 
 7 
 
 Elder Creek near Henleyville 
 
 70 
 
 A 
 
 8 
 
 Redbanks Creek group 
 
 91; 
 
 C 
 
 9 
 
 Sacramento River at Red Bluff 
 
 7,002 
 
 A 
 
 10 
 
 Antelope Creek group 
 
 172 
 
 C 
 
 11 
 
 Mill Creek near Los Molinos 
 
 186 
 
 C 
 
 12 
 
 Dear Creek near Vina 
 
 195 
 
 A 
 
 13 
 
 Chico Creek near Chico 
 
 88 
 
 C 
 
 lU 
 
 Butte Creek near Chico 
 
 213 
 
 A 
 
 15 
 
 Unmeasured streams. Mill Creek to 
 
 
 
 
 Feather River, above 500 foot contour 
 
 187 
 
 C 
 
 16 
 
 Feather River near Oroville 
 
 3,753 
 
 A 
 
 17 
 
 Yuba River at Smartsville 
 
 2,066 
 
 A 
 
 18 
 
 Bear River near Wheatland 
 
 289 
 
 A 
 
 19 
 
 Unmeasured streams, Feather River to 
 American River, above 500 foot 
 
 
 
 
 contour 
 
 170 
 
 C 
 
 20 
 
 American River above Fair Oaks 
 
 2,289 
 
 A 
 
 21 
 
 Cosumnes River at Michigan Bar 
 
 302 
 
 A 
 
 22 
 
 Dry Creek at lone 
 
 66 
 
 A 
 
 23 
 
 Mokelunne River at Mokelumne Hill 
 
 631 
 
 A 
 
 2ii 
 
 Unmeasured streams, American River to 
 Calaveras River above 500 foot 
 
 
 
 
 contour 
 
 71 
 
 C 
 
 25 
 
 Calaveras River at Jenny Lind 
 
 litO 
 
 A 
 
 26 
 
 Unmeasured streams, Calaveras River 
 
 
 
 to Stanislaus River, above 500 
 
 foot contour 26 C 
 
 27 Stanislaus River below Melones power 
 
 house 988 A 
 
 28 Tuolvimne River at La Grange 1,677 A 
 
 29 Unmeasured streams, Stanislaus River 
 
 to Merced River, above 500 foot 
 
 contour )4ii q 
 
 30 Merced River at Exchequer 893 A 
 
 31 Unmeasiired streams, Merced River to 
 
 Chowchilla River, above 500 foot 
 
 contour lOU C 
 
 - 82 
 
Table 9 contimied 
 
 Approximate Method uped in 
 Segment 
 
 Noj. Stream and Gaging Location 
 
 32 Chowchilla River at Buchanan 
 
 33 Fresno Hiver near Daulton 
 31; Unmeasured streams, ChoiJchilla River 
 
 to San Joaquin Hiver, above 500 
 foot conto-or 
 
 35 San Joaquin River at F riant 
 
 36 Inflow to San Joaouin Valley 
 
 from Tulare Lake Br;sin 
 
 37 Inflow to San Joaquin Vallt^y 
 
 from the west side 
 
 Total 25,767 
 
 average anrus 
 
 )1 
 
 
 de 
 
 termining , 
 si runoff-/ 
 
 flow in 1, 
 
 000 
 
 A: 
 
 ,F. 
 
 natur 
 
 70 
 
 
 
 
 
 A 
 
 69 
 
 
 
 
 
 A 
 
 rer 
 
 
 
 
 
 
 13 
 
 
 
 
 
 C 
 
 1,577 
 
 
 
 
 
 A 
 
 7it9 
 
 
 
 
 
 C 
 
 115 
 
 
 
 
 
 B 
 
 TT A = Determined by modifying measured historic flows by measured historic 
 diversion, return flows and storage regulation. 
 
 B = Computed from historic precipitation records, estimated consumptive 
 use and soil moisture changes. 
 
 C = Determined by correlation with similar segments of known natural runoff. 
 
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regulation of flow had been operating during the selected 20-year study- 
 period. Pre sent inflows to the Delta were not determined directly. They 
 v;cre derived in the following manner: Infow on a monthly basis eouals 
 Delta outflow plus consumptive use in Delta lowlands, plus net diversions 
 to Delta uplands, plus exports from the Delta, less precipitation in Delta 
 lovTlsnds. Present monthly inflows with, 3,300 second-feet minimum outflow 
 are tabulated in Table 12, and r-.onthly inflows with 1,500 second-feet min- 
 im\jm outflow are tabulated in Table 13- Methods used to develop present 
 m.onthly outflows are covered later in this chapter. 
 
 Future Inflow to the Delta . Future inflov: to the Delta was estimated 
 for each condition of development. The method used to determine future inflows 
 was the same as outlined above to find inflow for present conditions. In 
 addition to determining the total inflow to the Delta, a breakdown of the 
 inflow was made for each of the Delta inflow streams for 1970 and 1990 
 conditions of development. This information was used in making water quality 
 estimates, which are discussed in Chapter VI of this appendix. The estiir.ated 
 1990 Delta inflow is tabulated in Table lii on a calendar-year basis rather 
 than a water-year basis, as for present conditions. A tabulation of other 
 future inflows to the Delta are not included in this report, but are on file 
 in the back-up data for this reoort. 
 
 Precipitation on the Delta 
 
 Another source of water supply to the Delta is precipitation. In a 
 normal year this amounts to about lU inches. Rainfall recorded at the gage 
 located at Benson's Ferry, about U miles east of V/alnut Grove near the Mokelumne 
 
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 - 89 
 
River, was used as an indicator of the precipitation on the Delta lowlands. 
 The amount of precipitation was determined as the recorded precipitation at 
 Benson's Ferry, modified by the ratio of normal precipitation in the Delta 
 to the normal precipitation at Benson's Ferry multiplied by the area of the 
 Delta lowlands. 
 
 It was assumed that precipitation assists in satisfying consumptive 
 use and in inci'easing outflow from the Delta. In summer months, however, 
 rainfall is generally negligible. 
 
 Ground Vlater Accretions to the Delta 
 
 In Bulletin No. 60 (Ref. II4) an allowance of 500 second-feet through- 
 out the year was made for ground water accretions to the Delta. Data gathered 
 since the publication of Bulletin No. 60, and studies conducted by the staff 
 of the Water Project Authority, indicate there is little if any ground water 
 accretion to the Delta. Therefore, ground water accretions were not consid- 
 ered as an item of water supply to the Delta. 
 
 Utilisation of Water in the Delta 
 
 Use of water in the Delta includes that estimated to be consumptively 
 used by evapotranspiration of crops and vegetation; net irrigation diversions 
 to Delta uplands, which are measured diversions less an estimated return flow; 
 industrial use of process water by industries located within the Delta; and 
 evaporation from water surfaces. The diversions of water from Delta channels 
 by the Bureau of Reclamation for Contra Costa and Delta-Mendota Canals, diversion 
 from Cache Slough by the City of Vallejo, proposed future diversions for the 
 
 - 90 
 
Bureau's East Side Division, and proposed future diversions by the State 
 into its water facilities to export v;ater to area? of deficiency in the 
 south, arc demands that must also be satisfied. 
 
 Consumptive Use in Delta Lowlaiids 
 
 Diversions of v.'ater to islands of the Delta for irrigation are 
 difficult to measure because diversions are made through siphons and pumps 
 operating under continually fluctuating water levels in the cnannels. The 
 majority of the islands are generally irrigated from siphon diversions from 
 adjacent channels or by subs;urface inflov;. Because of tidal changes in 
 water surface elevations, determination of the quantity and rate of diversion 
 from the channels through the thousands of siphons becomes a momentous tas.;. 
 Even if siphon diversions could be adequately gaged, total inflow to the 
 islands would not be measiired because of water seeping from the channels 
 into the islands. Therefore, to obtain an indication of the amount of water leav- 
 ing the channels, an approach other than direct measurements was utilized. Such 
 an approach was mailing estimates of the water consumed by crops and natural vege- 
 tation through evapotranspiration, and evaporation from bare and idle land and 
 open-water surfaces. 
 
 Field experiments had been conducted in the Delta to determine unit 
 values of consimptive use of water for the many crops grown in the Delta. 
 These were made by tank experiments. The acreage of various crops were deter- 
 mined from crop surveys. Applying unit values of consumptive use to crop acre- 
 ages, the monthly consumptive use of water in the Delta lowlands was determined. 
 Consideration of channel depletion rather than consumptive use as an indication 
 of water use in the Delta is discussed later in the chapter; however, use of 
 channel depletion in the determination of outflow was not made in these studies. 
 
 - 91 - 
 
Natural consumptive use in the Delta was estimated to determine 
 the effect of the Delta on the flows passing through. Examination was made 
 of early maps of the Sacramento-San Joaquin Delta area and an extensive review 
 was made of early literature describing the Delta region. TJiis information 
 indicated that a considerable area in the Delta was afforded a supply of fresh 
 water under natural conditions. The fresh-water supply supported a dense 
 growth of high water-consuming vegetation, namely tules and other luxuriant 
 gro>rt,hs. It is estimated that under natural conditions 180,000 acres were 
 covered by dense tules, 120,000 acres were covered by other luxuriant natural 
 vegetation, and U0,000 acres were almost always covered by water. In its 
 original state of nature the Delta probably consisted of swamps and overflow 
 lands gradually built up through the ages by accumulation of decayed vegetation 
 and deposits of silt brought down by the Sacramento and San Joaquin Rivers. 
 These swamps lands were at or near the elevation of mean sea level and were 
 covered with various types of aquatic vegetation, trees, and grasses. 
 
 Based on data of consumptive use collected by the department, an 
 average annual consumotive use of 5 acre-feet per acre was estimated as the 
 natural requirement for the 3h0,000 acres having an available fresh-water 
 supply. This rate of consumptive use gave a total requirement of 1,700,000 
 acre-feet per year. This total quantity was distributed on a monthly schedule 
 of use applicable to the Delta area. 
 
 Present anc' future consunptive use in the Delta were also estimated. 
 Periodic land use surveys of the Sacramento-San Joaquin Delta have been made 
 since 192U. The acreage of the various types of crops and other types of 
 culture within islands or tracts located within the Delta was determined by 
 
 - 92 
 
these surveys; the most recent being made in 195$. This survey showed 
 1)70,000 acres in the Delta lowlands, and classified 390,000 acres as agri- 
 cultural land. The remaining acreage consisted of water surface areas, 
 levees and berms, urban lands, tule and swamp lands. Estimates of present 
 and future consvunptive use in the Delta lowlands were based on the 1955' crop 
 survey and unit consumptive use data collected by the department. In estimates 
 of future consumptive use, allowances were made for anticipated increases in 
 double cropping for this area. Table 15 shovjs estimated monthly consumptive 
 use of water for natural, present, and future conditions in the Delta lowlands. 
 
 Channel Depletion in Delta Lowlands 
 
 As stated previously, channel depletion was not used in these studies 
 as one of the items of water utilization, but is discussed because it may 
 have merit at, a later date when additional data on the hydrology of Delta 
 islands are obtained. In making correlations of salinity incursion and out- 
 flow from the Delta, wide variations were found which could not be easilv 
 explained. Apparent similar salinity patterns could not be matched by corres- 
 ponding confuted outflows. This was also found by Robert E. Glover and pointed 
 out in his paper (Ref 38). A possible explanation was that actual outflov/s from 
 the Delta may have differed from computed outflows. 
 
 The difference between actual outflows and computed outflows could 
 be that the depletion of water from the channels of the Delta is not the same 
 as the consumptive use. Depletion of water from the channels consists of 
 both direct diversions and seepage, and hereinafter will be referred to as 
 channel depletion. Water used to satisfy consumptive use demands does not 
 necessarily have to come from the channels immediately. Water previously 
 stored in the soil can be utilized. If such is the case in the Delta, there 
 
 - 93 - 
 
TABLE 13' 
 E?TIiMTED -, / 
 
 CONSroiPTIVK USE IN DELTA LOV.T.ANDS-'^ 
 (1,000 acre-feet) 
 
 Month 
 
 : Natural 
 
 : Present : 
 
 1970 : 
 
 1980 
 
 : 1990 
 
 : 2U00 : 
 
 202u 
 
 October 
 
 135 
 
 105 
 
 120 
 
 I2I4 
 
 127 
 
 127 
 
 127 
 
 November 
 
 79 
 
 5i! 
 
 61 
 
 6J, 
 
 66 
 
 66 
 
 66 
 
 December 
 
 39 
 
 U2 
 
 U8 
 
 50 
 
 51 
 
 51 
 
 51 
 
 January- 
 
 39 
 
 29 
 
 33 
 
 35 
 
 35 
 
 35 
 
 35 
 
 February 
 
 5U 
 
 35 
 
 liO 
 
 U2 
 
 U2 
 
 1^2 
 
 1x2 
 
 March 
 
 95 
 
 hi 
 
 53 
 
 55 
 
 57 
 
 57 
 
 57 
 
 April 
 
 ll;3 
 
 113 
 
 128 
 
 133 
 
 136 
 
 136 
 
 136 
 
 May 
 
 196 
 
 156 
 
 179 
 
 167 
 
 191 
 
 191 
 
 191 
 
 June 
 
 238 
 
 163 
 
 207 
 
 216 
 
 221 
 
 221 
 
 221 
 
 July 
 
 268 
 
 21;U 
 
 277 
 
 268 
 
 295 
 
 295 
 
 295 
 
 August 
 
 232 
 
 260 
 
 296 
 
 307 
 
 315 
 
 315 
 
 315 
 
 September 
 
 182 
 
 192 
 
 217 
 
 226 
 
 232 
 
 232 
 
 232 
 
 TOTAL 
 
 1,700 
 
 l,i|62 
 
 1,659 
 
 1,727 
 
 1,768 
 
 1,768 
 
 1,766 
 
 1/ Includes all uses except industrial and municipal 
 
 should be changes in soil moisture and/o'r changes in the elevation of ground 
 water in the islands. Such changes in the soil moisture content and in ground 
 water elevations do take place, so consideration was given to the possibility 
 that groimd water storage, which is not constant throughout a year, does con- 
 tribute to meeting consumptive use in the Delta. Therefore, in a given month 
 the water seeping from the channels into the islands may be stored for later 
 consumptive use by the crops. 
 
 9k - 
 
Using the present method of computing outflow from the Delta the 
 consumptive use is one of the uses subtracted from Delta inflow. On many 
 occasions zero or negative outflows are computed in the summer months. Under 
 such conditions salinity in the Delta should have reached excessive proportions. 
 Since it did not, it is evident that the actual outflows were larger than 
 computed, and that ground water storages were instrumental in satisfying con- 
 sumptive use. Information from two sources was utilized to explore the possi- 
 bility of ground water storage affecting channel depletion, and thus Delta 
 outflows . 
 
 The first source of data were collected from May 195^+ through 
 October 1955 (Ref. 13) • The drainage survey was carried out on 33 islands 
 in the Delta lowlands, which comprise hG.h percent of the total agricultural 
 acreage. 
 
 The following hydrologic equation was used to determine changes 
 
 in ground water storage: 
 
 C + Dr = P + Di + S + GWS 
 
 Consumptive use + drainage = precipitation + diversions 
 + seepage + change in ground water storage 
 
 Where consumptive use "C", designates the amount of water actually consumed 
 
 through evaporation, transpiration by plant growth, and other processes, and 
 
 drainage "Dr", represents excess water pumped from the islands into Delta 
 
 channels. Values of drainage were compiled from office computations.—' 
 
 Precipitation "P", was obtained from precipitation data from several weather 
 
 stations in the Sacramento -San Joaquin Delta. Tne acreage of the island, 
 
 multiplied by the precipitation, gave the quantity of precipitation on the 
 
 island. 
 
 l/ "Water Project Authority Delta Drainage Survey", Computation ^0, 
 Volume 10 (Backup Data to Ref. 13). 
 
 - 95 
 
Diversions "Di", were determined for each island by multiplying 
 
 the crop acreage by an applied water factor. Applied water factors were 
 
 1/ 
 also taken from prepared office computations. 
 
 Seepage "S", and change in ground water storage "GWS", were 
 obtained by solving the hydrologic equation. 
 
 A sketch depicting this equation is shown on Plate 20, "Seepage 
 of Water from Channels into Delta Lowlands" . 
 
 Since measurements or estimates were made for all quantities except 
 seepage and change in ground water storage, the algebraic sum of these 
 two terms could be determined. Accumulated values of seepage, plus or 
 minus change in ground water storage for the study period May 195^+ 
 through October 1955) are plotted on the mass diagram of seepage and 
 change in ground water storage on Plate 20. 
 
 The seepage rate depends upon the differential head between 
 water elevations in exterior channels and water elevations in drainage 
 ditches in the islands. The mean monthly differential head in most areas 
 of the Delta is essentially constant throughout the year, varying not more 
 than about 5 percent in any specific month. This constant differential 
 head would indicate a rather uniform seepage rate. On the "Mass Diagram of 
 Seepage and Change in Ground Water Storage" on Plate 20, a straight line 
 can be drawn between any two points 12 months apart to represent a con- 
 stant annual seepage rate. The straight line drawn or the mass curve for 
 this study was from November 1, 195^ to October 30, 1955- It was 
 assumed that the change in ground water storage in this 12-month period 
 was zero. 
 
 l/ "Water Project Authority Delta Drainage Survey", 
 
 Computation 32, Volume 11 (Backup Data to Ref . 13) 
 
 - 96 
 
Monthly rates of change in ground water storage were determined 
 by taking the difference betxveen the slone on the ma.ss ciirve for any one 
 month and the slope of the seepage rate curve, (the straight line connect- 
 ing November 1, 195U and October 30, 195*?). Mass curve slopes greater than 
 the seepage rate curve indicate water leaving storage, and slopes less than 
 the seepage rate curve indicate water entering ground v;ater storage. A plot 
 of the monthly changes in ground water for storage for the 33 islands is 
 shown on the diagram "Monthly Change in Ground Water Storage" on Plate 20.^ 
 Table 16 lists the estimated monthly rates of change in ground water storage 
 for the 33 Delta islands and the entire Delta lowlands. 
 
 These results indicate that during the months of Hay, June, July, 
 August, September, and October, water was leaving ground water storage and 
 was undoubtedly helping to meet the consumptive use demands. In September, 
 water left storage at the rate of 1,395 second-feet or about 83,500 acre-feet 
 per month. 
 
 The second source of information available to make estimates of 
 channel depletion were data from field investigations presently under way 
 on Ti-7itchell Island in the Delta. The same hydrologic equation was used, 
 but in this case seepage only was computed. The change in soil moisture 
 (change in ground water storage) was one of the items for which data viere 
 collected at the site. Three rain gage stations were established on the 
 island to measure precipitation; siphons on the island were rated so 
 diversions could be measured; drainage facilities were rated to determine 
 the amount of island drainage returned to the channels; a nuclear probe was 
 used to make random measurements of soil moisture throughout the island; 
 
 - 97 - 
 
TABLE 16 
 
 FoTH-IATED MOMTIILY RATF.H OF CHANG '<: IN 
 GROUND VJATER oTORAG.^ V/ITHIii DELTA LOWLANDS 
 IN GFS 
 
 Konch 
 
 3 3 Islands Reported 
 
 in riof. 13 (L6.[i>i 
 
 of Agricultural area) 
 
 All Delta 
 Lov:land£ (lOOw 
 of Agricultural area) 
 
 November 
 December 
 January- 
 February 
 March 
 April 
 May- 
 June 
 July 
 Au,yus t 
 September 
 October 
 
 + 268 
 
 + 578 
 
 + 237 
 
 + 311 
 
 + 312 
 
 + 672 
 
 + 279 
 
 + 601 
 
 + 366 
 
 + 7b9 
 
 + 132 
 
 + 392 
 
 - 312 
 
 - 672 
 
 - 179 
 
 - 386 
 
 - 22 
 
 - 17 
 
 - 129 
 
 - 275 
 
 - 6Ii7 
 
 -l,39li 
 
 - 300 
 
 - 61i7 
 
 98 
 
and consumptive use (evapo transpiration) was determined using consumptive 
 use factors applied to the acreage of crops as determined by a crop survey 
 of the island. Therefore, the remaining unkno;m in the hydrologic equation 
 was seepage which could then be solved for. 
 
 Available data fron the investigation embraced the period December 1, 
 1959 to July 1, i960, and the computed seepage rate for this period was 1^70 
 acre-feet per month. Expanded over the Delta lowlands on an acreage basis, 
 the seepage would be 8U0 second-feet, about 200 second-feet higher than the 
 rate determined from the 33-island survey data. It is noted that the normal 
 precipitation for the two periods varied about 6 percent, being 62 percent 
 for the 195ii-55 period and 66 percent for the 1959-60 period. Other quantities 
 in the hydrologic equation were similar for the two study periods. 
 
 Other indications that monthly consun5)tive use estimates do not 
 necessarily correspond with channel depletion estimates were obtained by 
 comparing estimated consumptive use in the Delta uplands with measured diver- 
 sions, less approximated returns. Table 17 shows such a comparison. 
 
 TABLE 17 
 
 COIffARISON OF ESTI14ATSD 
 CONSUMPTIVE USE AND NET DIVERSIONS 
 IN DELTA UPLANDS 
 
 Month 
 
 Conputed con-: Net diver- :Difference of consumptive use 
 sunptive use, : sion in : and net diversion 
 
 second-feet : second-feet; Second-FeettPercent consumptive use 
 
 June 
 
 1,3U0 
 
 1,180 
 
 160 
 
 Jiay 
 
 1,550 
 
 1,210 
 
 3U0 
 
 August 
 
 1,U90 
 
 1,150 
 
 3U0 
 
 September 
 
 1,130 
 
 750 
 
 380 
 
 12 
 22 
 23 
 
 31; 
 
 99 
 
It is quite evident from Table 17 that the computed consumptive 
 use is much higher than the actual net diversions. If the consumptive use 
 estimates are considered correct, it is therefore possible that the difference 
 between consumptive use and net diversion is the rate of flow from soil mois- 
 ture which adds to the net diversion to equal the rate of consumptive use. 
 Hence, in the Delta lowlands, using the channel depletion would probably 
 yield a more realistic estimate of the computed Delta outflow. Nevertheless 
 more studies and gathering of data on seepage and changes in ground water 
 storage should be made before channel depletion is substituted for consumptive 
 use in the equation for computing outflow from the Delta. 
 
 Net Diversions to Delta Uplands 
 
 Net diversions to the Sacramento-San Joaquin Delta uplands are 
 computed as gross channel diversions less return flows from these diversions. 
 Prior to 19!?5 the Department of Water Resources' publication "Water Super- 
 vision Reports" reported on Delta upland diversions from Tom Paine and Cache 
 Sloughs, Old San Joaquin River, and the San Joaquin River only. After that 
 time many additional upland diversions were included in the reports. These 
 additional measiorements make a more complete estimate of water use in the 
 Sacramento-San Joaquin Delta and upland areas possible. In this investiga- 
 tion, utilization of this additional data was used in estimating Delta 
 upland diversions. 
 
 Table 18 shows the percentage of measured upland diversions used 
 as retiirn flows. 
 
 LOO 
 
TABLE 18 
 
 PERCENTAGE OF MEASURED MONTHLY 
 DELTA UPLAND DIVERSIONS USED AS RETURN FLOV/S 
 
 January iLi July 3 
 
 February 7 August 5 
 
 March h September 7 
 
 April U October l6 
 
 May 5 November 20 
 
 June U December 22 
 
 These percentages of the diversions used as return flow were based 
 on measurements of return flow published in the 1955 Trial Water Distribution 
 Report on the Sacramento River and Sacramento-San Joaquin Delta (Ref. 12). 
 Measurement of return flows were made for the months of March ttirough October, 
 so percentages were computed for those months, while for the winter months 
 the percentages were estimated. 
 
 Subtracting the return flows from the measured diversion? -ives the 
 net diversions to the Delta uplands. 
 
 Net diversions to the Delta uplands were determinea ^or present 
 conditions, with the diversions varying each of the 20 years, depending upon 
 the wetness of the year. For future conditions, upland diversions were not 
 separated from other uses of water in the Delta. The monthly distribution 
 of average net diversions to the Delta uplands for present conditions are 
 shown in Table 19. 
 
 101 
 
TABLE 19 
 NET PRESENT DIVERSIONS TO DELTA UPLANDS 
 
 
 : Net diversion 
 
 Month 
 
 : 1,000 acre-feet 
 
 January 
 
 0.0 
 
 February- 
 
 0.0 
 
 March 
 
 12. U 
 
 April 
 
 37.9 
 
 May 
 
 iiU.3 
 
 June 
 
 58.6 
 
 July 
 
 70.8 
 
 August 
 
 59.8 
 
 September 
 
 37.7 
 
 October 
 
 17.7 
 
 November 
 
 1.9 
 
 December 
 
 0.0 
 
 TOTAL 3U1.1 
 
 - 102 
 
Municipal and Industrial Use of Water 
 
 Water is presently diverted from the channels of the Sacramento- 
 San Joaquin Delta for municipal and industrial uses. One of the munici- 
 pal users is the City of Antioch which diverts water during winter months, 
 when the quality of water is good, for storage in reservoirs for use in 
 summer months. The approximate diversion in 1958 was 2,250 acre-feet. 
 California Water Service, another diverter of municipal water, diverts 
 from Mallard Slough in months when water quality is good. The quantity 
 of water diverted depends upon the ] ength of time that water of suitable 
 quality is available. The diversion averages about 7j500 acre-feet per 
 year. 
 
 Industrial development in the Antioch-Pittsburg ccmplex is 
 fairly intensified, and is expected to become more intense in the future. 
 Most of the industries in the area are high water users. In the future, 
 however, it is probable that water diverted from the channels by industrial 
 users will decrease and other facilities will be used to supply their 
 demands regardless of the operation of State Water Facilities. In any 
 event, there will be about a 15-fold increase in the industrial and 
 municipal use of water in the Delta by 2020. This item is covered ex- 
 tensively in the office report "Delta Water Requirements". 
 
 Export of Water from Delta 
 
 Presently the U. S. Bureau of Reclamation pumps water out of the 
 Delta for exportation to other areas of need. The canals which deliver 
 the water pumped from the Delta are features of the Central Valley Project 
 and are the Contra Costa and Delta-Mendota Canals. Water is diverted 
 into the Contra Costa Canal from Rock Slough. Diversion began in August 
 
 103 
 
1940. Water is diverted into the Delta-Mendota Canal from Old River. 
 Diversion began in July 1951 • Other diversion of water from the Delta 
 include the City of Vallejo which began diverting from Cache Slough 
 in March 1953- The diversion is relatively small, averaging only 10,000 
 acre-feet per year. 
 
 Additional diversions from the Delta will be made in the future. 
 The U. S. Bureau of Reclamation plans to increase the amount of water 
 diverted from their existing facilities and initiate diversion to their 
 proposed East Side Division. The State proposes diversions from the 
 Delta by the North Bay Aqueduct in the Cache Slough area and the Cali- 
 fornia Aqueduct from Italian Slough. 
 
 Present and estimated future exportations of water from the 
 Delta are listed in Table 20. Historical records of diversion f'or Contra 
 Costa and Delta-Mendota Canals, and the Cache Slough Aqueduct, are listed 
 in References 9> 17, and 21. 
 
 Outflow of Water from Delta 
 Previous sections of this chapter discussed the supply of water 
 to the Delta and the utilization of water therein. This section will 
 discuss the outflow from the Delta for natural, historical, present, 
 and future conditions. Because of the complexity of the Delta system, 
 tidal phenomenon, seepage of water from channels into islands, and the 
 use of siphons to divert channel water for surface application to the 
 crops, a precise determination of outflow from the Delta is impossible with 
 existing data. Therefore, Delta outflow must be estimated by combining 
 inflow, precipitation, consumptive use, net diversions, and exportations 
 of water data. Expressed in mathematical form, the outflow equation is: 
 
 - lOU - 
 
TABLE 20 
 
 ESTIMATED QUANTITIES OF WATER TO BE EXPORTED FROM 
 SACRAMENTO -SAN JOAQUIN DELTA 
 
 Thousand of Acre -Feet 
 
 Year 
 
 Cache 
 Slough 
 
 : Contra: 
 : Costa J 
 : Canard 
 
 East- 
 Slde 
 Division 
 
 : North and: 
 : South Bay: 
 : Aqueducts. 
 
 Delta -Mendota 
 Canal and San 
 Joaquin-Southern 
 California Aqueduct 
 
 Total 
 
 1955 
 (Present) 
 
 12 
 
 19 
 
 
 
 
 
 1,181 
 
 1,212 
 
 1970 
 
 19 
 
 39 
 
 kQo 
 
 99 
 
 2,381 
 
 3,018 
 
 1980 
 
 22 
 
 55 
 
 800 
 
 171 
 
 h,^&l 
 
 5,629 
 
 1990 
 
 23 
 
 73 
 
 1,275 
 
 236 
 
 5,991 
 
 7,598 
 
 2000 
 
 23 
 
 96 
 
 1,275 
 
 336 
 
 8,881 
 
 10,611 
 
 2020 
 
 23 
 
 181 
 
 1,275 
 
 564 
 
 9,681 
 
 ll,72i^ 
 
 1 This exportation is the amount delivered outside the Sacramento-San 
 Joaquin Delta area only and does not include the portion of the 
 total diversion used in the Delta. 
 
 2 Does not allow for integrated operation with Monteziima Aqueduct. 
 
 3 Does not include Montezuma Aqueduct demands. 
 
 Outflow = Inflow + Precipitation - Consumptive use in Delta lowlands 
 - Net Diversions to Delta uplands - Exports from Delta. 
 
 The above method of computing outflow from the Delta is recognized as a 
 
 satisfactory method and was employed in these studies. 
 
 Natural Outflow from Delta 
 
 Natural conditions are defined as those prevailing before any 
 significant agricultural, municipal, or industrial development existed. 
 Natural inflows to the Delta were determined by svmmiing the natural flows 
 
 - 105 
 
at the foothill stations of the Central Valley. These flows were assumed 
 to cross the valley floor and reach the Delta unchanged in magnitude. 
 Subtracting natural monthly consumptive use estimates within the Delta 
 from these inflows and adding precipitation in the Delta determined the 
 outflow from the Delta. Table 21 shows monthly outflows in thousands of 
 acre-feet. Plate 21, "Outflow From Delta Natural Condition", shows the 
 hydrograph of outflow for the 20-year study period. 
 
 Historical Outflow from Delta 
 
 Outflow for historical conditions for the water years 1921 
 through 1957 were also computed. Historical monthly outflow is tabulated 
 in Table 22. Data for determining historic outflow were taken from pub- 
 lished records, and are included in this report for informational purposes 
 only. 
 
 Present Outflow from Delta 
 
 To facilitate the estimates of outflow from the Delta for present 
 conditions, use was made of the office report listed as Reference 20. 
 
 Determination of present flows in the Delta was necessary to 
 form a basis for predicting surplus flows in the Delta which would be 
 available for export under future conditions of development in the water- 
 shed area tributary to the Delta. Present conditions as defined herein, 
 include all water development facilities in the Sacramento and San Joaquin 
 Valleys (excluding Tulare Lake Basin) presently in operation or under 
 construction, with the exception of the Corning Canal unit of the Central 
 Valley Project, and the development of the Sacramento Municipal Utility 
 District on the Americaii River. The proposed South Fork Project of the 
 
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Oroville -Wyandotte Irrigation District on the Feather River was considered 
 to be in operation. Demands to be met by existing projects were taken as 
 the largest measured annusuL diversion during the five-year period 1950-55 
 on a monthly schedule representing the average of monthly diversions during 
 those five years. 
 
 The Central Valley Project was operated to meet mandatory demands, 
 namely diversions along the Sacramento River; navigation requirements; 
 "minimum" salinity repulsion "of 3^300 second-feet"; consumptive use re- 
 quirements in the Delta; present export requirements from the Delta; and 
 necessary fishery releases. In addition, sufficient power was generated 
 to meet project requirements and power contracts. Shasta and Folsom 
 Reservoirs were operated in accordance with existing flood control opera- 
 tional criteria. 
 
 Operation of present water development facilities over the 
 selected historicaJ. water supply period of 20 years provides a basis for 
 determination of surplus flows that would waste to San Francisco Bay after 
 the foregoing requirements are met. These surplus flows may result from 
 uncontrolled inflow, project spill, or project releases in excess of 
 mandatory demands listed in the preceding paragraph. Monthly outflows 
 from the Delta for the 20-year study period under present conditions of 
 development, with a minimum outflow regulation of 3^300 second-feet, are 
 shown in Table 23- The hydrograph of outflow is shown on Sheet 1 of Plate 
 22, "Outflow from Delta--Present Conditions of Development". 
 
 The outflows presented in Table 23 and on Sheet 1 of Plate 22 
 differ slightly from the outflows shown for present conditions in Reference 
 20. These differences arise from the use of revised data for Delta upland 
 diversions and the use of actual precipitation data in place of mesui 
 monthly precipitation. 
 
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Monthly outflow with a minimum 3^300 second -foot release was 
 further modified to develop monthly outflow with a minimum 1,500 second- 
 foot release. This was accomplished by a detailed review of the manda- 
 tory releases for navigation, fish releases, and other requirements for 
 water allowed in the basic study. In instances where releases had been 
 specifically made to maintain the 3,300 cfs minimum outflow, the reduc- 
 tion to 1,500 cfs was made. In some instances, however, the reductions 
 could not be made if retention of this water in storage violated flood 
 control reservations in either Folsoa or the Shasta Reservoirs. In 
 cases where releases coiild be stored the difference between 1,500 and 
 3,300 cfs was placed in storeige. New reservoir storage data were developed 
 on a monthly basis for the entire study period. These adjusted storages 
 were never allowed to exceed the flood control reservations. Whenever 
 storage encroached upon the critical flood control storage reservation, 
 water was released from the reservoir in such quantity as to conform 
 with the necessary flood resei-vations. The resulting monthly outflow, 
 based on the 1,500 second -feet minimum salinity control outflow, is 
 tabulated in Table 2k. Sheet 2 of Plate 22 shows the hydrograph of out- 
 flow from the Delta with a 1,500 second-feet minimum salinity release. 
 
 Future Outflows from Delta 
 
 Future outflows from the Delta were developed from operation 
 studies determining present outflows from the Delta. The operation 
 studies for present conditions with 3,300 second-flow minimum outflow 
 were modified to 'reflect a lower minimum outflow, generally of 1,000 
 second-feet. Flow available for diversion through the Delta -Mendota 
 Canal and the proposed state canal to San Luis Reservoir were then 
 
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 112 
 
developed from the information on surplus flows. Under conditions of 
 future development the surplus flows were reduced in quantity by the 
 estimated increased upstream uses. The time of occurrence of the up- 
 stream uses was adjusted to conform with future regulatory works ex- 
 pected within the drainage basin. As previously discussed, the future 
 requirements for water within the basin were determined for several 
 future conditions of development. 
 
 Rather than estimating the effect of a number of specific 
 reservoirs to regulate the surplus flows to meet anticipated demands, 
 a single hypothetical reservoir was utilized for the purpose. For each 
 condition of development, storage was assumed to be available in the 
 amount just sufficient to reregulate surplus flows in the Delta to meet 
 monthly requirements of increased upstream use. Spills from the hypo- 
 thetical reservoir for each condition of development, plus the difference 
 between 3,300 cfs minimum release and a lower minimum release for future 
 conditions, made up the surplus flows in the Delta which could be 
 utilized for meeting export requirements. The export requirements included 
 diversions to the East Side Division of the Central Valley Project, the 
 North and South Bay Aqueducts, and the Federal and State San Luis 
 Projects. Operation of Oroville Reservoir was also included in the 
 determination of surplus flows in the Delta. 
 
 Operation studies by machine computation, utilizing surplus 
 flows in the Delta as the available supply, were run to determine the 
 remaining flows in the Delta after export demands were met. The remain- 
 ing flows were added to the minimum outflow to give the total Delta 
 outflow. Operation studies are made for two general categories of future 
 
 113 - 
 
development; namely, 1970 and I98O, and 1990 to 2020 when importation 
 of north coast water would be necessary. Future outflow from the Delta 
 is discussed under these two categories. 
 
 1970 and 19SO Conditions of Development . Surplus flows in the 
 Delta in 1970 and I98O were sufficient to meet demands for pumping to 
 San Luis Reservoir so that importation of water from stresuns on the 
 north coast was not needed. 
 
 In 1970, Delta water facilities were assumed to be in an 
 interim stage of construction, so an outflow of 1,500 second-feet was 
 considered necessary to operate the facilities. This, incidentally, is 
 also the outflow from the Delta that the Bureau of Reclamation claims 
 is necessary to operate the Central Valley Project. Consequently, in 
 the Delta in 1970 an outflow from the Delta of 1,500 second-feet was 
 used to determine surplus flow. 
 
 Also considered constructed and in operation was Oroville 
 Reservoir. The outflow from the Delta after export demands were met 
 in 1970 was computed, and a tabulation of such outflow is filed in the 
 back-up data. The I98O surplus flows in the Delta were routed throiagh 
 San Luis Reservoir in a manner sijoilar to that for 1970. A tabulation 
 of these data are nob included in this report but are in the back-up 
 data. 
 
 1990 to 2020 Conditions of Development . Inasmuch as demands 
 at these conditions of development could not be met from surplus flows 
 in the Delta alone, importation of water from the north coast was neces- 
 sary, as well as invocation of the Bureau of Reclamation-State of Califor- 
 nia, Department of Water Resources (USBR-DWR) agreement of May 16, 196O. 
 
 114 
 
The effect of the USBR-DWR agreement on the operation studies are dis- 
 cussed first. At these future conditions of development the estimated 
 requirements of upstream water users in the Central Valley were such 
 that additional water was needed to meet demands. 
 
 The agreement between the USBR and the DWR provides for 
 coordination of operation of facilities of each agency. In the event 
 that water supplies are insufficient to meet demands, the two agencies 
 will share deficiencies in proportion to the total requirements of each 
 agency. Requirements of the Bureau of Reclamation are estimated at 9-^ 
 million acre-feet annually, including the federal portion of San Luis 
 Reservoir, and requirements of the State are estimated at k million acre- 
 feet, for a total requirement of 13 -5 million acre-feet. 
 
 The Bureau of Reclamation and the department have both esti- 
 mated combined project yields of water for all projects in the Central 
 Valley with yields estimated by the department lower than those estimated 
 by the Bureau of Recleunation. The department estimates of yield con- 
 sidered greater upstream development and use of water than those of the 
 bureau, resulting in smaller surplus flows in the Delta. If, after 
 meeting demands upstreajH from the Delta and in the Delta lowlands there 
 are insufficient supplies to meet demands on San Luis Reservoir, North 
 and South Bay Aqueducts, the bureau will reduce its deliveries of water by 
 TO percent of the amount of the deficiency. 
 
 The estimated monthly surplus flows in the Delta were further 
 modified to eliminate apparent inconsistencies in the resulting outflows 
 from the Delta. These modifications were applicable when outflows from 
 the Delta in summer months were greater than the minimum outflow regula- 
 tion ajid resulted in waste of water at a time when maximum conservation 
 
 - 115 
 
was required. In those instances where the increased surpJ.uses resulted 
 from the agreement, the quantity of water allocated to the State by the 
 agreement was reduced by an amount so that the waste of water was mini- 
 mized. The estimated surplus flows available for the State were also 
 modified in months of flood and at other times in the wet season. It 
 appeared inconsistent with the USBR-DWR agreement to modify surplus 
 flows available in the Delta in a month or period of abundant supply. 
 The modifications to the estimated surpluses were necessitated by the 
 fact that independent and separate studies were used to reflect com- 
 bined operation of state, federal, and local facilities envisioned in 
 the future. 
 
 The surplus flows as modified by the USBR-DWE agreement were 
 then examined to determine the quantities of import water which would 
 be required to meet the demands at the condition of development being 
 studied. A monthly schedule of import water was selected from studies 
 currently in progress by the department. The import water would originate 
 from water development projects envisioned on north coastal streeims. 
 Water so developed would be delivered on a power schedule to the Sacramento 
 River Basin into the proposed Glenn Reservoir. The site of the proposed 
 reservoir is on Stony Creek, about 50 miles north of Sacramento. The 
 reregulation of flow in this reservoir was made in a manner to satisfy 
 both water supply and power requirements. The modified surplus flows 
 in the Delta plus the reregulated flows from the north coast were routed 
 through the Delta to San Luis Reservoir. From these studies the outflow 
 from the Delta was determined. 
 
 Exajuination of the Delta outflow showed that the reregulation 
 of import supplies in certain months appeared unrealistic for coordinated 
 
 - 116 - 
 
operation of state and federal regulatory works. In order to realistically 
 represent coordinated operation, suitable adjustments were made to the 
 outflow from the Delta in siunmer months. These adjustments eliminated 
 the possibility of imported water being released from the proposed Glenn 
 Reseirvoir during critical dry periods and wasted to the sea when such 
 water would be needed for beneficial use. Similar corrections could 
 have been applied in certain high flow months, but since corrections 
 would nob significantly effect the quality of water in the Delta channels 
 in these months, such corrections were not made. 
 
 The described modifications to the Delta outflow, together with 
 the modifications required by application of the agreement between the 
 USBR-DWR changed the results of the operation studies in such a manner 
 as to more nearly approximate the expected operation under joint state 
 and federal cooperation. The modifications were based on the theory that 
 it is inconceivable in times of short water supplies and high demands 
 that operation of a major water facility will waste vitally needed water. 
 Althoiigh the adjustments may appear to be arbitrary it is believed they 
 are prudent engineering judgments. 
 
 Tables 25 and 26 list the outflow from the Delta for 1990 and 
 2020 conditions of development. Plate 23, "Outflow From Delta, 199O 
 Condition of Development", and Plate 2U, "Outflow From Delta, 2020 Con- 
 dition of Development", show the hydrographs of outflow for these two 
 future conditions of development. For these two conditions the monthly'' 
 outflow is on a calendar year rather than a water year. 
 
 The importation of water from streams on the north coast to 
 the Sacramento River Basin was staged to meet the estimated demands for 
 water at all conditions of development. The general criteria used to 
 
 - 117 - 
 

 
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 - 119 
 
determine when water should be imported was that a total deficiency greater 
 than 100 percent of the annual requirements averaged over the critical dry 
 period of 1928 through 1935 would not be allowed. The deficiency was 
 applied only to agricultural water supplies and not to municipal and 
 industrial water supplies. The amount of water imported at various levels 
 of development and the probable source of such supplies are tabulated in 
 Table 27- 
 
 TABLE 27 
 
 ESTIMATED QUANTITIES OF WATER IMPORTED TO THE 
 CENTRAL VALLEY DRAINAGE BASIN FROM NORTH COAST STREAMS 
 
 : 
 
 Seasonal import 
 
 in ; 
 
 
 
 Project unit : 
 
 
 acre-feet 
 
 
 : Dat 
 
 .e required 
 
 Middle Fork 
 
 Variable averaging 
 
 
 
 Eel River 
 
 
 597,000 
 
 
 
 1990 
 
 Trinity No. 1 
 
 
 495,000 
 
 
 
 2000 
 
 Trinity No. 2 
 
 
 1,298,000 
 
 
 
 2000 
 
 Mad -Van Duzen 
 
 
 371,000 
 
 
 
 2020 
 
 Klamath No. 1 
 
 
 2,629,000 
 
 
 
 2020 
 
 Staging of Proj 
 
 ects 
 
 . In all of 
 
 the 
 
 future operation 
 
 it was assumed that water demands would be met. This meant that projects 
 to develop certain quantities of water must be completed at the time that 
 the preceding units can no longer meet the demands. As each new project 
 is brought into operation there would be an interim period in which the 
 supply of water would be in excess of the needs . It appears possible , 
 under future operations, that if a severe dry period develops, it might 
 be at a time when excess supplies are available. In that event, the 
 deficiency of water would not be as serious as anticipated. On the other 
 
 - 120 - 
 
hand, the staging of new water development projects must not be allowed 
 to fall behind the demands for water. If such happens, then the length 
 of time that deficiencies may be endured could be more frequent. 
 
 121 
 
CHAPTER V. OPERATION OF DELTA WATER FACILITIES 
 
 The most economical transport of surplus water from Northern 
 California to areas of water deficiency south of the Delta, dictates 
 that works must be constructed within the Delta. These facilities must 
 be able to: (l) transfer fresh water across the Delta without degrada- 
 tion from sea water; (2) provide an adequate supply of good quality 
 water to the Delta; and (3) serve other multipurpose functions, such as 
 flood control, seepage reduction, and recreational and transportation 
 improvements which are economically justified and desired by local 
 interests. Studies of four alternative facilities were made to deter- 
 mine the most economical plan for solving the above requirements. 
 
 These four plans have been presented in Bulletin No. 76 to the 
 local people as a means of obtaining the local view-point in project 
 formulation. After each of the plans is evaluated in terms of costs and 
 benefits received, a logical and intelligent selection of a plan best 
 suited to the local needs can be made. The four plans presented for 
 consideration are: (l) Comprehensive Delta Water Project, (2) Typical 
 Alternative Delta Water Pioject, (3) Single Purpose Delta Water Project, 
 and {k) Chipps Island Barrier Project. 
 
 Comprehensive Delta Water Project 
 
 The Comprehensive Delta Water Project would be a multipurpose 
 project incorporating many of the concepts envisioned in the former 
 Biemond Plan (Reference 2). Fresh waters entering the Delta for export 
 would be restricted to an enlarged natural channel crossing the Delta; 
 flood waters would be confined to specific channels; water for use in 
 
 - 123 - 
 
the Delta would be provided in channels generally separated from tidal 
 waters. Plate 25, "Comprehensive Delta Water Project", shows the many 
 features of the project. 
 
 Details of this project include control structures located 
 on the Sacramento River near Ryde; on Steamboat Slough downstream from 
 the junction of the two sloughs adjacent to Sutter Island; on Holland 
 Cut; the slough immediately south of Franks Tract; and on Paradise Cut, 
 the slough south of Stewart Tract. There is also a ship lock, and fishway 
 at the control structure near Ryde, and a Cross-Delta Canal headwork, 
 including a fish screen, at Walnut Grove. The master levee system 
 isolates the Cross-Delta Canal, except at its intersection with the San 
 Joaquin River, and in conjunction with existing project levees, separates 
 specific channels from tidal influence. As a result of these levees 
 separate island-groups are formed. By enclosing these island-groups, 
 fewer miles of levees must be maintained for flood protection to the 
 Delta. Closures on the smaller sloughs enable the exclusion of 
 flood and tidal waters, and provide a means of isolating water supply 
 channels for the Delta. The Bear Creek Diversion would divert flood 
 waters from Bear Creek into Delta channels confined by master levees. 
 Features to provide good quality water to the Delta are also depicted 
 on Plate 25. The operation of these features are described in the 
 companion appendix reports "Delta Water Requirement^', and "Plans, 
 Designs, and Cost Estimates". In general, the channels severed from 
 tidal and flood waters by the master levees would serve as supply channels 
 for irrigation water. Water levels in these interior channels would be 
 maintained at levels about five feet lower than existing mean water levels 
 
 12i+ 
 
or at existing low tide levels. In the western portion of the Delta, 
 distribution canals along the toe of the levees would provide a means 
 of serving water to areas in which the adjacent exterior channels con- 
 tain water too saline for use. 
 
 In the event that excessive releases of high quality water are 
 required to protect the quality of water crossing the Delta, or that 
 additional degradation from the San Joaquin River occurs, additional 
 works may be economically justified for construction as part of the 
 Comprehensive Delta Water Project These features are presently con- 
 sidered as a second stage of the project. Present economic studies as 
 well as the salinity-outflow relationship are not sufficiently refined 
 to make final determination of when and if the second-stage features 
 would be required. 
 
 Included among the second-stage facilities are: (l) a siphon 
 under the San Joaquin River for the Cross Delta Canal, a gated controx 
 structure, fishway, and small craft lock at the southeastern tip of 
 Venice Island; (2) a barge lock at the control structure adjacent to 
 Holland Tract; (3) control structures on three sloughs in the Yolo By- 
 pass area; (4) siphons under three waterways in the Yolo Bypass area, 
 to isolate the water supply for the proposed Korth Bay Aqueduct from 
 tidal waters; and (5) a control structure at the junction of the San 
 Joaquin and Old Rivers between Upper Roberts Island and Stewart Tract. 
 
 Construction of second-sta^e features may enable the con- 
 servation of approximately 250 second-feet of salinity control flows. 
 Even though saline waters would invade the Delta channels further up- 
 stream as a result of less outflow from the Delta the fresh water channels 
 would be isolated from the influences of tidal waters. 
 
 125 - 
 
Summer Operation 
 
 In the summer months, or other times when the Comprehensive 
 Delta Water Project would be operated for water supply and water trans- 
 fer, most of the water entering the Delta from the Sacramento River would 
 be diverted into the Cross-Delta Canal. The remaining flows would be 
 released through the control structure on the Sacramento River for 
 supplying demands along the river in the Cache Slough and Yolo Bypass 
 areas, for the North Bay Aqueduct, and for salinity control. The gated 
 control structure on Steamboat Slough would be closed. All of the con- 
 trolled releases would be made from the structure on the Sacramento River 
 at Ryde- The barge lock and fishway structure at Ryde would of course 
 be operative, and water utilized in their operation would supply part 
 of the demands below the structures. 
 
 The South Fork of the Mokelimine River and the sloughs between 
 Boulden Island and Terminous Tract, and between Venice Island and Empire 
 Tract would serve as the Cross -Delta Canal in the northern part of the 
 Delta. These channels would be enlarged by dredging. The existing head- 
 works of the USBR's Delta Cross Channel would also be enlarged so that 
 greater flows than at present could be diverted from the Sacramento River 
 into the Cross-Delta Canal. With these enlargements, future Delta and 
 export demands of about 20,000 second-feet, could be transferred across 
 the Delta without increasing the Sacramento River stsige at Walnut Grove 
 above the present high water elevation of approximately U.5 feet. 
 
 Water being transferred across the Delta for export would mix 
 with tidal water in the San Joaquin River near Venice Island. It would 
 then continue southward throiigh the southern portion of the Cross -Delta 
 Canal which would consist of Columbia Cut between Medford Island and 
 
 126- 
 
McDonald Tract; Connection Slough between Mandeville and Bacon Islands; 
 and Old River to Italian Slough, northwest of Clifton Court Tract. A 
 schematic diagreim of the distribution of design summer flows through the 
 Delta for the Comprehensive Delta Water Project is shown on Plate 26, 
 "Comprehensive Delta Water Project, Summer Flow Distribution". The rate 
 of flow in reaches of the Delta is indicated by figures over the arrows 
 showing direction of flow. Proceeding across the Delta, the rates of 
 flow in succeeding reaches decrease because a rate of flow for diver- 
 sions to satisfy consumptive use in the upper reach is deducted. A 
 total consumptive use in the Delta of 5>100 second-feet was used in 
 determining the distribution of flows and the export demands are for 
 ultimate design capacities of the export facilities. 
 
 Winter Operation 
 
 In winter months or times of flood flows the gates of the 
 control structures would be open and the headworks of the Cross-Delta 
 Canal would normally be closed. Flood flows in the Sacramento River 
 would pass the control structures and proceed downstream into Suisun 
 Bay. Mokelumne River flood flows would pass down the Cross-Delta Canal 
 and enter the San Joaquin River at Venice Island. San Joaquin River 
 flood flows would divide between Paradise Cut; Old River, which is 
 located between Upper Roberts Island and otewart Tract; and the San 
 Joaquin River; and later recombine and enter into Suisun Bay. 
 
 A schematic diagram of the distribution of design flood flows 
 through the Delta under operation of the Comprehensive Delta Water Project 
 is shown on Plate 27, "Comprehensive Delta Water Project, Winter Flow 
 Distribution". The magnitude of design flood flows entering the Delta 
 
 127 
 
is based on existing project floods and/or future conditions of upstream 
 development in the river basins. To obtain the maximum flows in a 
 reach the consumptive use was assumed to be met from precipitation on 
 the Delta, and export of water from the Delta was assumed zero. 
 
 Tidal Conditions 
 
 With construction of the master levee system and closures on 
 the many sloughs in the Delta for the Comprehensive Delta Water Project, 
 about 15,500 acres of channel surface area would be removed from the in- 
 fluence of tidal movements. In Bu2J.etin No. 60, the assumption was made 
 that the elimination of this water surface would not change tidal con- 
 ditions throughout the Delta and Bay system, and that the tidal prism 
 would be reduced in proportion to the reduction of channel water surface 
 area removed from tidal influence. To determine the validity of this 
 assumption, studies were undertaken on an electronic analog model of the 
 Bay and Delta. These studies of tidal conditions in the Delta were con- 
 ducted by the University of California at Berkeley under a standard agree- 
 ment between the university and the department . The analog model was 
 also used to determine the effect of the Chipps Island Barrier Project 
 on tides. The results of these studies were published in Report No. 2, 
 "An Electric Analog Model Study of Tides in the Delta Region of California", 
 (Reference ko) . 
 
 The Delta portion of the analog model was laid out on a large 
 tee shaped board on which standard 1:2U,000 USGS topographical maps of 
 the Delta were placed. The San Freuicisco Bay portion of the model was 
 placed on an aluminum chasis without regard to geometric correctness. 
 Reaches of the chajinels were represented by discrete electric plug-in 
 
 128 
 
units in which resistance represented channel friction; inductance 
 represented inertia of flow; and capacitance represented water surface 
 area. Electrical voltage represented water elevation or head. 
 
 To make measurements of flow and tidal amplitudes on the 
 analog, electrical instruments were designed to be inserted into the 
 computer circuitry by means of jacks. Measured tidal amplitudes ajid 
 tidal currents were displayed on the screen of an oscilloscope. Before 
 measurements of tidal conditions for project conditions were made, the 
 analog was verified by means of an input of data collected in the field. 
 The comparison of tidal amplitudes and phases as measured on ^he model 
 with those measured in the prototype is shown on Plate 28, "Comparison 
 of Prototype Tidal Phases and Amplitudes with Analog Model Tidal Phases 
 and Amplitudes". 
 
 Plate 28 shows the comparison for both the Sacramento and San 
 Joaquin Rivers. The prototype data were collected as shown in Reference 
 32. The locations of tide gages from which the data were obtained are 
 noted along the ordinate, with the downstreaira station at the top of the 
 plate and the upstream station at the bottom. The amplitude of the 
 tide (in feet) from higher low tide and the phase of the tide in hundreds 
 of minutes after occurrence at the Golden Gate, is shown along the abscissa. 
 The circles represent the data from the prototype and the triangles 
 represent data from the aneilog. On the Sacramento River the downstream 
 station was Point San Pablo and the upstream station was Sacramento. 
 On the San Joaquin River the downstream station was Collinsville and the 
 upstream station was Mossdale. It is seen that agreement between the proto- 
 type and analog data for existing conditions is very close. Therefore 
 
 - 129 
 
measurements of tidal conditions on the analog for project conditions 
 would be rational. 
 
 Analog studies were conducted at the time when facilities for the 
 Delta were known as the Biemond Plan. In fact, in the analog report sub- 
 mitted by the University of California to the department, results of measure- 
 ments were reported on the Junction Point Barrier Plan, a plan in which 
 barriers were conceived on both Steamboat Slough and the Sacramento River 
 immediately upstream from their confluence with Cache Sloiigh and the modi- 
 fied Biemond Plan which is essentially identical to the Comprehensive Delta 
 Water Project. The essential difference between the two plans is that the 
 master levee around Bradford Island, Webb Tract, and Mandeville Island, 
 has been eliminated and the siphon under the San Joaquin River has not been 
 included in the Comprehensive Delta Water Project. However, these differ- 
 ences shoiild not have changed tidal measurements made for the Comprehensive 
 Delta Water Project from those made for the modified Biemond Plan. Tidal 
 eunplitudes at selected locations in the Bay and Delta- resulting from the 
 modified Biemond Plan, as measured on the analog, are shown in Table 28. 
 
 TABLE 28 
 
 EFFECTS OF MODIFIED BIEMOND PLAN 
 ON A TYPICAL SPRING TIDE^ 
 (No master levee system) 
 
 
 : Tidal Ampli 
 
 tude, in feet 
 
 
 : No 
 
 Control 
 
 :With Control 
 
 Location 
 
 : Structures 
 
 : Structures 
 
 Selby 
 
 
 6.0 
 
 6.0 
 
 Chipps Island 
 
 
 k.G 
 
 4.7 
 
 Rio Vista 
 
 
 h.l 
 
 SO 
 
 Ryde 
 
 
 Z.h 
 
 5.2 
 
 jf 4a 
 
 Confluence, Steamboat 
 and Sutter Sloughs h.l 5«3 
 
 1 Features of modified Biemond Plan are similar to those of the 
 Comprehensive Delta Water Project, so tidal effects of each 
 would be the same. 
 
 - 130 - 
 
Measurements on the analog computer indicated that tidal 
 amplitudes would be similar regardless of the construction of a master 
 levee system and closures on all sloughs. Table 29 shows the effects 
 of the modified Biemond Plan on the amplitudes of an extreme spring tide 
 at Rydc with and without control structures and a master levee system. 
 
 TABLE 29 
 
 EFFECTS OF MODIFIED BIEMOND PLAN 
 
 ON M EXTREME SPRING TIDE^ 
 
 SACRAMENTO RIVER DELTA 
 
 Location 
 
 Tidal amplitude, in feet above lovrer low tide 
 : With control structures 
 No control : No master : V/ith master 
 structures : levee system : levee system 
 
 Golden Gate 
 
 Y^-de 
 
 Higher high 8.5 
 
 High low 3-0 
 
 Low high 6.3 
 
 Higher high 5-2 
 
 High low 2.0 
 
 Low high 3-7 
 
 Same 
 
 Same 
 
 Same 
 
 Same 
 
 Same 
 
 Same 
 
 6.8 
 
 6.9 
 
 2.5 
 
 2.8 
 
 5.i^ 
 
 6.0 
 
 Height of mean tidal 
 plane at Ryde above 
 that at Golden Gate 
 
 1.2 
 
 1.0 
 
 1 Features of modified Biemond Plan are similar to those of the Com- 
 prehensive Delta Vfater Project, so tidal conditions in each should 
 be the same. 
 
 Tidal amplitudes shown in Table 29 are actually the height 
 in feet of each of the tidal phases above lower low tide. The datum 
 elevation of the lower low tide wa^ not determined. Tt can be seen, then, 
 that with barriers the tidal amplitudes at Ryde on the Sacramento River 
 with and without the master levee system are about the same. At loca- 
 tions along the San Joaquin River, however, the master levee system and 
 closures of many sloughs does have an effect on the tidal amplitudes. 
 
 - 131 
 
For a typical spring tide, the effects of the master levee system on 
 the tidal ampli Ludes at locations along the San Joaquin River arc 
 shown in Tabic 30. 
 
 TABLE 30 
 
 EFFECTS OF ^4.^STER LEVEE SYSTEM 
 ON A TYPICAL SPRIIC TIDE 
 SAN JOAQUIN RIVER DELTA 
 
 IjOcation 
 
 Tidal amplitudes, in feet 
 
 V/ithout master : VJith master 
 levee system ; levee system 
 
 CollinsviUe 
 Antioch Bridge 
 Mouth, False River 
 San Andreas 
 Mouth, Middle River 
 
 Venice Island 
 Rindge pump 
 Calaveras River 
 Brandt Bridge 
 
 h.5 
 U.l 
 3.6 
 
 3.6 
 
 3. 
 
 U.O 
 U.O 
 3-3 
 
 ^.7 
 
 k.e 
 
 h.G 
 U.8 
 
 U.9 
 
 5.2 
 3.8 
 
 From Table 28, 29, and 30, it is apparent that construction 
 of the Comprehensive Delta Water Project will affect tidal conditions 
 in the Sacramento -San Joaquin Delia. For a typical spring tide at the 
 Golden Gate, measurements on the electronic analog model indicate that 
 (1) the tidal amplitude would be increased about 1.8 feet on the 
 Sacramento River dov/^nstream from the control structure at Ryde; (2) on 
 Steamboat Slough downstream from the control structure the amplitude 
 would be increased about 1.2 feet; and (3) along the San Joaquin River 
 the amplitude would be increased about one foot. Just how the increased 
 amplitudes would affect the height of low and high waters of the tidal 
 phases was not determined, but it was assumed the increased amplitude 
 
 132 - 
 
would be about equally divided between lowering the low waters and 
 raising the high waters. 
 
 The findings on the analog of tidal amplitude changes in 
 the Delta by construction of barrier and master levee systems led to 
 the question of how these changes affected the tidal prism in the 
 Delta. Computations were made of the tidal prism in the Delta above 
 Chipps Island for existing tidal conditions and for tidal conditions 
 as indicated by measurements on the analog with construction of the 
 Comprehensive Delta Water Project. The tidal prism for the two tidal 
 condixions revealed less than a four percent difference at various 
 locations in the Delta. In other words, the increased tidal amplitude 
 on the channels remaining tidal under the Comprehensive Delta Water 
 Project, when reflected in tidal prism computations, compensate for 
 smaller tidal amplitudes acting on all water surface areas without the 
 project. Inasmuch as the tidal prism in the Delta, as computed for 
 Comprehensive Delta Water Project conditions, is the same as for exist- 
 ing conditions, it is expected that outflows to control salinity for 
 both conditions would also be about the same. 
 
 Outflow to Operate Project 
 
 In order to conserve the maximum quantity of water from salinity 
 control flows, the minimum outflow to operate the Comprehensive Delta 
 Water Project had to be determined. This vras done by finding the 
 minimum outflow to keep the incursion of saline water at two key loca- 
 tions in the Delta at concentrations which would not seriously degrade 
 the water for export or supply within the Delta. The two key locations 
 were (l) the junction of Cache and Steamboat Sloughs with the Sacramento 
 River, about two miles upstream from Rio Vista; and (2) the junction of 
 
 133 
 
the Cross-Delta Canal and the San Joaquin River, near the southeastern 
 tip of Venice Island. 
 
 Inasmuch as salinity records at these key locations were not 
 available, the salinity at reference locations downstream therefrom 
 were related to the salinity at Antioch. Plate 29, "Relationship of 
 Salinity at Antioch to Salinity at Rio Vista", shows the relationship 
 of salinity at Antioch to salinity at the Rio Vista bridge (which is at 
 the City of Rio Vista and about two miles downstream from one of the 
 key locations) . Salinities are in pares chlorides per million parts 
 water and are random selections of recorded salinities taken one and 
 one-half hours after higher high tide, from I921 throiogh 1960. Plate 
 30, "Relationship of Salinity at Antioch to Salinity at Mouth of 
 Mokelxjmne River", shows this relationship for the location downstream 
 from the second key location. Although points on each of the plates 
 are quite scattered, the trend of the relationship is evident. At the 
 lower salinities, where the scatter of points is greatest, other factors 
 which influence the quality of the water become more prominent and the 
 effect of saline water -incursion is less definable. 
 
 To determine the average salinity of water at these two key 
 locations for a given outflow from the Delta, Plates 15 and I6 were 
 utilized. As an example, if the outflow from the Delta was 1,000 
 second-feet, the mean tidal cycle surface zone salinity at A.itioch 
 (from Plate 15) would be 2,800 ppm chlorides. The surface zone salinity 
 one and one-half hours after higher high tide at Antioch v/ould be U,100 
 ppm chlorides (from Plate I6) . Entering Plates 29 and 30 with U,100 ppm 
 chlorides surface zone salinity at Antioch, the salinity at Rio Vista 
 one and one-half hours after high high tide would be 27O ppm chlorides. 
 
 13^ 
 
and a^ the mouth of the Mokelumne River one and one-half hours after 
 high high tide would be 200 ppm chlorides. Converting salinities at 
 one and one-half hours after higher high tide to mean tidal cycle 
 surface zone salinity gives I50 ppm chlorides at Rio Vista and 105 ppni 
 chlorides at the mouth of the Mokelumne River. Salinities at these 
 locations are higher than the water quality objectives for chlorides 
 in the water for export from the Delta. Water quality objectives 
 for water exported from the Delta are given in Chapter VI. Because 
 of the salinity gradient existing in the river (i.e., a decrease in 
 salinity with increasing distance from the source of the salinity) the 
 salinity in terms of chlorides at the key locations would be less than 
 the maximums specified in the water quality objectives. Mean salinity 
 would be about 80 ppm at Junction Point and considerably less at the 
 junction of the Cross-Delta Canal and the San Joaquin River. 
 
 The minimum uncontrolled outflow frcsn the Delta with the 
 Comprehensive Delta Water Project in operation would be approximately 
 750 second-feet in the month of peak water use. The uncontrolled flow 
 to Suisun Bay would consist of drainage discharges returned to the 
 channels downstream from the control structures or at locations where 
 such returns could not be recovered for reuse, and fishway and lockage 
 losses. On the Sacramento River, fishway and lockage losses were 
 estimated at 120 second-feet, and drainage discharges returned to the 
 channels from the islands below the control structures on Steamboat 
 Sloiign and the Sacramento River were estimated at 5O second-feet, for 
 a total uncontrolled flow of 170 second-feet. Inflow at Vernal is, on 
 the San Joaquin River, was assumed to be 500 second-feet. Drainage 
 returns upstream from the junction of the Cross -Delta Canal and San 
 
 135 
 
Joaquin River were estimated to be 19t) second-feet, with diversions 
 between the junction and Vernalis estimated to be 525 second-feet. 
 Flow in the San Joaquin River past its junction with the Cross-Delta 
 Canal was about 175 second-feet. Estimated drainage discharges to the 
 channels downstream from the Cross-Delta Canal were about 320 second- 
 feet and the estimated fishway release was approximately 90 second-feet. 
 The total uncontrolled flow in the San Joaquin River was thus estimated 
 at 580 second -feet. The minimum discharge from the Delta was the sum 
 of the uncontrolled flows on both rivers; which was about 750 second- 
 feet. Since this outflow would not sustain good quality water at the 
 two key locations mentioned previously, the minimum outflow for the 
 project vras inci-eased to 1,000 second -feet. With an outflow to Suisun 
 Bay of 1,000 second-feet, salinity incursion would not be detrimental 
 to the water exported from or used in the Delta under operation of the 
 Comprehensive Delta Water Project. 
 
 The 1,000 second-feet of outflow to Suisun Bay was divided 
 between the two rivers in proportion to the tidal flows into and out 
 of each river system. From the discussion of distribution of tidal 
 flows in Chapter II it was noted that about 40 percent of the tidal 
 flow is in the Sacramento River system and about 60 percent of the 
 flow is in the San Joaquin River. If these percentages of outflow are 
 maintained, then outflow in the Sacramento and San Joaquin Rivers would 
 be respectively 400 and 6OO second-feet; thus, the controlled release 
 in each river would be the difference between the uncontrolled outflow 
 and the required outflow. 
 
 An estimate was made of the quantity of stored water that 
 would have to be released to meet Delta outflow requirements to 
 
 136 
 
operate the Delta water facilities. Inasmuch as all alternatives of 
 the Delta Water Project require a minimum 1,000 second-feet of outflow 
 from the Delta for operation, the quantity of stored water released for 
 each alternative would be the same. An operation study for the 20-year 
 water supply period for each 20-year condition of development was used 
 to determine the quantity of stored water released for outflow from 
 the Delta. The quantity of storage releases for salinity control in- 
 creases with time because more and more of the uncontrolled flows are 
 captured for use both upstream from and in the Delta, and for export 
 from the Delta. 
 
 - 137 
 
Salinity Conditions in Western Delta Channels 
 
 Salinity conditions in channels of the Western Delta vere 
 determined from estimates of outflow from the Delta and the salinity 
 incursion-Delta outflow relationship shown on Plate 15 • Outflows were 
 estimated for each month for the 20-year period 1922-'tl, for seven con- 
 ditions of development in the Central Valley; natural, present, 1970, 
 1980, 1990, 2000, and 2020. With the outflow from the Delta for each 
 month for a given condition of development, salinity at five locations 
 in the Western Delta was determined. The five locations were Mallard 
 Slough, Antioch, Jersey Point, Collinsville, and Emraaton. The percent 
 of time that salinity of the channel water was less than 100, I50, 2p0, 
 350, 500, and 1,000 parts chlorides per million parts water was deter- 
 mined at each of the 5 locations. Plate 31^ Sheets 1 and 2, "Natural, 
 Present, and Future Salinity Conditions in Western Sacramento -San 
 Joaquin Delta", show the percent of time salinity of water in the rivers 
 is less than I5O, 350, and 1,000 ppm chlorides at each of the 5 locations 
 for natural, present, 1990> and 2020 conditions of development. 
 
 From the plate it is observed that the availability of water 
 from the rivers of a salinity less than a given chloride content de- 
 creases in time. The average annual availability of water less than 
 1,000 ppm chlorides decreases from about 9^+ percent under natural con- 
 ditions to 20 percent under 2020 conditions of development. The average 
 annual percent availability was taken as the average of the monthly per- 
 centages. There is a greater availability of water of less than 1,000 
 ppm chlorides than of water less than I50 ppm chlorides, and there is a 
 greater availability at the locations further upstream, such as Jersey 
 Point and Emmaton, than at Mallard Slough. Under 2020 conditions of 
 
 - 138 
 
development, and a minimum outflow of 1,000 second-feet, there vould be 
 water of less than 1,000 ppm chlorides available at Jersey Point 100 
 percent of the time, whereas at Mallard Slough, 1,000 ppm chlorides 
 water or better would be available about l8 percent of the time. 
 
 Data on the percent time water in the rivers would contain 
 salinity less than the other chloride concentrations previously men- 
 tioned for other conditions of development are not included but are 
 available in the back-up data for this report. 
 
 An analysis was made of the data to compare the difference 
 between the percent time water of a specific salinity was available for 
 the 20-year period to the percent xime it was available for the 50-year ^ 
 period, 1907-O8 to 19"j6-b7, which was considered a long-term mean period. 
 Using inflows to the Delta from the major tributary streams for natural 
 conditions, the difference in percent of time that water of a given 
 quality was available for each period was determined. It was found that 
 the average annual availability of water for the 20-year period was about 
 8 percent less than for the ^O-year period for natural conditions of 
 development. Availabilities shown in Bulletin No. 76 are based on the 
 t^O-year water supply period. 
 
 As more of the natural water supply is used in the future, the 
 quantity of water v/asting to Suisun Bay will diminish and by 2020 the 
 outflows from the Delta for the 2 periods will be about the same, so 
 the availability of water of a particular concentration in the rivers 
 should be about the same at that time. In the economic evaluation of 
 changes in water supply brought about by the Delta water facilities, this 
 factor of difference in the 20-year to the 50-year period of water availa- 
 bility was considered. 
 
 - 139 
 
Typical Alternative Delta Water Project 
 
 Since certain facilities of the Comprehensive Delta Water 
 Project are not presently economically justified, a lesser plan such 
 as the Typical Alternative Delta Water Project could be constructed. 
 This plan would not include flood control and seepage features south of 
 the San Joaquin River. Plate 32, "Typical Alternative Delta Water 
 Project", shows the features included in the plan. 
 
 North of the San Joaquin River, the features are the same 
 as the Coraprhensive Delta Water Project with a lock, control structure, 
 and a fishway at Ryde on the Sacramento River; control structures down- 
 stream from the junction of the two sloughs adjacent to Sutter Island on 
 Steamboat Siough; headworks to the Cross-Delta Canal, a fish screen at 
 Walnut Grove on the Sacramento River; and a master levee along the South 
 Fork of the Mokelumne River which seizes as the Cross-Delta Canal. Master 
 levees would be constructed along the north bank of .the San Joaquin River 
 to tie into the existing San Joaquin River Flood Control Project, and 
 the Bear Creek Diversion would be retained. 
 
 South of the San Joaquin River, the control structure on Holland 
 Cut, the slough immediately south of Franks Tract would be retained, and 
 only four closures on other sloughs would be made, two on Fishermans Cut 
 (the slough between Bradford Island and Webb Tract), and at two other 
 locations. Three closures would be to deter saline water of high 
 chloride content from easily mixing with the water crossing the Delta 
 for use in the southern portion of the Delta and for export. 
 
 Under this plan, water moving toward the pumping plants at 
 the southern part of the Delta would do so through about all of the 
 present channels rather than being restricted to a single channel, as 
 
 - li+0 - 
 
in the Comprehensive Delta Water Project. With this plan, conflict with 
 recreational interests and others opposed to channel closures in the 
 area south of the San Joaquin River would be minimized. Replacement 
 water facilities for providing good quality water for agricultural, 
 municipal, and industrial water users would also be provided with 
 facilities similar to the Comprehensive Delta Water Project. 
 
 Second stage features similar to those of the Comprehensive 
 Delta Water Project, and as shown in Bulletin No. 76, could also be 
 constructed as part of the Typical Alternative Project if economically 
 justified. 
 
 Summer Operations 
 
 Operation of the Typical Alternative Delta Water Project in 
 summer months or at other times when the project is operated for water 
 supply and water transfer would be similar to operation of the Compre- 
 hensive Delta Water Project. South of the San Joaquin River, however, 
 the distribution of flows in the channels would be different from the 
 Comprehensive Delta Water Project because more of the sloughs and water- 
 ways would be available to carry the flows toward the pumping plants. 
 Plate 33, "Typical Alternative Delta Water Project Summer Flow Distri- 
 bution", shows the distribution of flows in the Delta to meet the 
 estimated ultimate Delta and export demands. 
 
 Winter Operations 
 
 Winter operation in the Delta north of the San Joaquin River 
 would be about the same as operation of the Comprehensive Delta Water 
 Project north of the San Joaquin River. Flopd flow would be restricted 
 
 lUl 
 
to specific channels. South of the San Joaquin River the gates of the 
 control structure on Holland Cut would be opened and about all of the 
 .present channels would be utilized to discharge the flood flows to the 
 downstream reaches of the San Joaquin River for eventual discharge to 
 the bays and thus to the Pacific Ocean. Because of closures on the water- 
 ways southwest of Medford and Mandeville Islands, dredging on other 
 waterways leading into the San Joaquin River will be made to handle 
 flood flows without increasing flood stages over present stages in the 
 area south of the San Joaquin River. Plate 3^, "Typical Alternative 
 Delta Water Project, Winter Flow Distribution", shows schematically 
 the distribution of design flood flows through the Delta. 
 
 Tidal Conditions 
 
 Extensive studies of tidal conditions for the Typical Alterna- 
 tive or the Single Purpose Delta Water Projects were not conducted on 
 the electronic analog model by personnel at the University of California. 
 However, department personnel did conduct comparisons of tidal conditions 
 in the Delta. These comparisons indicated that the increase in tidal 
 amplitudes at the control structures on the Sacramento River for the 
 Typical Alternative Delta Water Project were a few tenths of a foot less 
 than for the Comprehensive Delta Water Project. Tidal amplitudes along 
 the San Joaquin River for the Typical Alternative Delta Water Project 
 were increased only slightly over existing tidal amplitudes. It, there- 
 fore, seemed reasonable to suppose that because of indicated smaller 
 tidal amplitude increases with less channel area removed from tidal in- 
 fluence, the tidal prisra on the Delta for this project would remain about 
 
 IU2 
 
as it is at present. Thus, outflow to control salinity under operation 
 of the Typical Alternative Delta Water Project would not significantly 
 change the present outflow salinity relationships shown on Plate 15- 
 
 Outflow to Operate Project 
 
 Since the operation of the Typical Alternative Delta Water 
 Project is similar to the operation of the Comprehensive Delta Water 
 Project and the same Delta outflow-salinity incursion relationship 
 applies to both projects, the minimum outflow to operate each project 
 should be the same. Control of salinity at the two key locations men- 
 tioned in the previous discussion of "outflow to Operate Project" for 
 the Comprehensive Delta Water Project would be required for this project. 
 Therefore, outflow to Suisun Bay of 1,000 second-feet, with UOO second- 
 feet in the Sacramento River and 600 second-feet in the San Joaquin River 
 would be the minimum required. The minimum uncontrolled outflow would 
 be about the same as for the Comprehensive Delta Water Project. 
 
 Salinity Conditions in Western Delta Channels 
 
 Salinity conditions in the Western Delta channels under opera- 
 tion of the Typical Alternative Delta Water Project would be the same 
 as under operation of the Comprehensive Delta Water Project because the 
 minimum outflow and water supply and demand would be the same. Plate 31 > 
 indicates this condition. 
 
 Single Purpose Delta Water Project 
 
 The minimum facilities which can be constructed in the Delta 
 to provide an adequate water supply and enable the export of good quality 
 water would be those included in the Single Purpose Delta Water Project. 
 
 - 143 
 
This project would not include any features for flood or seepage control. 
 Plate 35, "Single Purpose Delta Water Project", shows the features of 
 this project. Control structure, locks, fisheries, and headworks for 
 diverting Sacramento River water into the Mokelumne River would be 
 similar to the other projects. The essential differences in this proj- 
 ect over the other two is that both the North and South Forks of the 
 Mokelumne River, as well as Georgiana Slough, the waterway immediately 
 east and running in the same general southwesterly direction as the 
 forks of the Mokelumne River, would be used in transferring water across 
 the Delta; there would be a control structure and small craft lock on 
 the Mokelumne River immediately downstream from the junction of its two 
 forks and Georgiana Slough; and all closures would be eliminated except 
 those shown. The Bear Creek Diversion would not be constructed and flood 
 flows from Bear Creek would pass through existing Delta channels. Closures 
 as shoiffl would be necessary for controlling the quality of water to be 
 exported from the Delta and used therein. Facilities would be included 
 for providing water to the users in the Western Delta for river supplies 
 degraded because of the higher concentrations of saline water due to 
 reduced outflows. These facilities would be about the same as in the 
 previously discussed projects. 
 
 Second stage features for the Single Purpose Delta Water Project 
 could be constructed as shown in Bulletin No. T6 if economically justified. 
 
 Summer Operations 
 
 Operation of the Single Purpose Delta Water Project in summer 
 months, or at other times when the project is operated for water supply 
 and water transfer, is similar to operation of the Comprehensive Delta 
 
 144 
 
Water Project when operated Tor the same purposes. Gates of the control 
 structure on the Mokelumne River would be closed, as would those at the 
 structures on Steamboat Slough and the Sacramento River. Water from the 
 Sacramento River flowing into Georgiana Slough and the North Fork of the 
 Mokelumne River exits into the sloughs east of and adjacent to Bouldin 
 Islajid via the arm of the South Fork of the Mokelumne River north of 
 Bouldin Island. These flows mix with the water in the San Joaquin River 
 and pass into the channels south of the San Joaquin River and, thence 
 on to the punqjing plants. Plate 36, "Single Purpose Delta Water Project, 
 Summer Flow Distribution", schematically indicates the magnitude and 
 direction of flows thro\ighout the Delta under summer operations. Delta 
 rnns iimp t.ivp use of 5 A^O second-feet and maximum design capacities of 
 export facilities, were used in determining the distribution of flows. 
 
 Winter Operations 
 
 Operations of the Single Purpose Delta Water Project would not 
 change existing winter conditions in the Delta. Gates on all control 
 structures would be opened and the distribution of flows in the channel 
 would be as shown on Plate 37 j "Single Purpose Delta Water Project, Winter 
 Flow Distribution", Flood flows would not be restricted to specific 
 channels, but of the flood flows in Georgiana Slough and the North and 
 South Forks of the Mokelumne River, 25,000 second-feet would be dis- 
 charged through the control structure on the Mokelumne River, and the 
 remaining flow of 41,000 second-feet, would be discharged to the San 
 Joaquin River through the sloxogh lying between Bouldin Island and Terminous 
 Tract, and Venice Island and Empire Tract. The design flood flows entering 
 the Delta are the same as the flows used for the other projects. 
 
 - IU5 
 
Tidal Conditions 
 
 Tidal conditions in the Delta, as a result of construction and 
 operation of the Single Purpose Delta Water Project, would not change 
 appreciably from present conditions. Extensive tidal studies on the 
 electronic analog model were not made for the Single Purpose Delta Water 
 Project but the first approximation of such on the analog indicated tidal 
 amplitudes at the control structures in the Sacramento River system would 
 be increased by only a few tenths of a foot less than under the Comprehen- 
 sive Delta Water Project. Along the San Joaquin River, tidal ainplitudes 
 would remain about as they are at present. Thus it appears that the tidal 
 prism in the Delta, with facilities of the Single Purpose Delta Water 
 Project constructed, would be about the same as at present. Outflow to 
 control salinity woxjld, therefore, be the same under project conditions 
 as for present conditions. 
 
 Outflow to Operate Project 
 
 Outflow to Suisun Bay to operate the Single Purpose Delta 
 Water Project would be the same as for the Comprehensive and Typical 
 Alternative Delta Water Project, 1,000 second-feet. Division of outflow 
 between the Saci-amento and San Joaquin Rivers would be the same, as the 
 minimum uncontrolled outflow would be about the same as the other projects. 
 
 Salinity Conditions in Western Delta Channels 
 
 Salinity conditions in the Western Delta channels under opera- 
 tion of the Single Purpose Delta Water Project woiald be the same as under 
 operation of the Comprehensive Delta Water Project because the minimum 
 outflow and water supply and demand would be the same. Plate 31> in- 
 dicates this condition. 
 
 - ikG 
 
Chipps Island Barrier Project 
 
 The Chipps Island Barrier Project would provide a physical 
 barrier to separate fresh water in the Delta from saline water in the 
 Bay. There wovLLd not be any works constructed in the Delta for flood 
 or seepage control or improvements in transportation as a result of 
 master levees and channel closures. Plate 38, "Chipps Island Barrier 
 Project" depicts the features of this project. 
 
 There would be a floodway structure, navigation lock, eind 
 fishway across the Sacramento River near Pittsburg. Master levees aroiond 
 the Suisun Bay area would be required because of increased tidal ampli- 
 tudes; these will be discussed later. A barge lock would also be re- 
 quired on Montezuma Slough, north of Suisun Bay. 
 
 Summer Operations 
 
 As with other proposed projects in the Delta, the Chipps Isleuid 
 Barrier Project would be operated in the summer months for water supply 
 and water transfer. The range in maximum elevation of water levels in 
 the channels resulting from these operations would be limited to about 
 three feet. The lower elevations would be about one foot below mesin sea 
 level to minimize dredging for navigation, and the upper elevation would 
 be about two feet above meaji sea level to minimize seepage and levee 
 stability problems. 
 
 Plate 39^ "Chipps Island Barrier Project, Summer Flow Distribu- 
 tion", schematically shows the distribution of flow through the Delta 
 channels for summer conditions. Water to be exported from the Delta 
 would be directed through the channels of the Wester Delta to remove 
 
 1^7 
 
heat and maintain satisfactory water quality conditions. Water users 
 would divert their water supplies directly from the river as is presently 
 done, and replacement works would not be required. Flows into the 
 Mokelumne River from the Sacramento River would be held to a minimum, 
 but siifficient to supply water demands in that area of the Delta. 
 
 Winter Operations 
 
 In winter months, or times when flood flows enter the Delta, 
 the gates of the floodway structure would be open and flow conditions in 
 the Delta would be as they exist presently. Plate kO, "Chipps Island 
 Barrier, Winter Flow Distribution", indicates schematically, the dis- 
 tribution of design flood flows through the Delta with the Chipps Island 
 Barrier Project in operation. 
 
 Tidal Conditions 
 
 With the gates of the floodway structure closed, tide would 
 be eliminated from the Delta channels. Downstream from the floodway 
 structure, however, there would be a change in tidal conditions. Studies 
 conducted on the electronic analog model by the University of California 
 provided data on the changes in tidal conditions that would be brought 
 about in the bay as a result of construction of the Chipps Island Barrier. 
 
 Table 31, lists the tidal amplitudes of a typical spring tide 
 at two locations in the bay, with and without a barrier at Chipps Island. 
 The tidal amplitude at Chipps Islajid was doubled as a result of the barrier. 
 
 Table 32 lists the tidal amplitudes at Chipps Island for an 
 unusual spring tide at the Golden Gate with and without a barrier at Chipps 
 Island. The tidal amplitudes are listed in feet above the low low tide. 
 The datum of low low tide was not determined on the analog model. 
 
 - 148 
 
TABLE 31 
 
 EFFECTS OF CHIPPS ISLAND BARRIER 
 ON A TYPICAL SPRING TIDE 
 
 ; Tidal amplitude, in feet 
 Location :No barrier: With barrier 
 
 Selby 6.5 
 
 Chipps Island U.9 9.O 
 
 TABLE 32 
 
 EFFECTS OF CHIPPS ISLAND BARRIER 
 ON AN UNUSUAL SPRING TipE 
 
 Location : No barrier : 
 
 With barrier 
 
 Golden Gate High high 8.5 
 Low high 6.3 
 High low 3.0 
 
 Chipps Islemd High high 6.3 
 Low high k.Q 
 High low 2.5 
 
 8.5 
 6.3 
 3.0 
 
 12.0 
 10.6 
 
 k.o 
 
 1 Amplitude in feet above low low tide . 
 
 The actuail magnitude of raising of the high water and lowering 
 of the low water could not be determined on the analog, so ttat increase 
 in tidal amplitude was assumed divided equally between raising and lower- 
 ing of the high and low waters. Raising of the high water about 2.5 to 
 3.0 feet at Chipps Island dicta^ed the construction of levees adjacent to 
 Suisun Bay. 
 
 Outflow to Operate Project 
 
 Outflow to operate the Chipps Island Barrier Project would in- 
 crease in time from about 750 second-feet in 1970, to about 1,850 second- 
 feet in the year 2020. The outflow would consist of losses from lock and 
 
 1^9 
 
fishway operations. Flow to operate the fishvay was estimated at 200 
 second-feet through the period 1970 through 2020, and lockage losses 
 were estimated at 550 second-feet initially, increasing to about 1,650 
 second-feet in 2020. The greater lockage losses in 2020 would be due 
 to increased shipping tonnage passing through the Chipps Island locks. 
 Shipping tonnage would Increase about fourfold from 1970 to 2020. 
 
 Salinity Conditions in Western Delta Channels 
 
 There would not be any salinity problem in the Western Delta 
 channels as a result of the Chipps Island Barrier Project. The physical 
 separation of the fresh-water flows of the rivers and the saline bays 
 would malce fresh water available at all locations upstream from the 
 floodway structure. 
 
 Below the structure, however, there would be a salinity 
 gradient with the outflow from the barrier keeping the salinity immedi- 
 ately downstreain relatively fresh. However, the concentration of 
 chlorides, progressing downstreeun, would increase rather rapidly. 
 
 150 - 
 
CHAPTER VI. WATER QUALITY 
 
 If water delivered to an area of use is not of suitable quality 
 for the intended uses, water development facilities involved in storing and 
 delivering the water would not meet their objectives. 
 
 It is contemplated that Delta water facilities when constructed, 
 would meet the objectives of providing good quality water by physically 
 separating most of the inland fresh waters from saline bay waters. In so 
 doing it is also anticipated that a substantial portion of the water presently 
 discharged to Suisun Bay to repel the incursion of salinity may be salvaged. 
 Concurrent with studies to determine the amounts of water that could be 
 salvaged by operation of the Delta water facilities, studies have been made 
 to predict the quality of water that would be available for diversion at 
 various points of use within the Delta, as well as for export from the 
 Delta to areas of deficiency. 
 
 Quality Criteria and Objectives for Waters to be Exported 
 Criteria for evaluating the suitability of water for the various 
 anticipated uses have been promulgated by numerous agencies and associations. 
 Even within the same general categories, recommended limiting concentrations 
 of mineral constituents in water vary widely, depending upon the intended uses. 
 For example, industrial quality requirements for cooling water are quite 
 liberal; whereas, requirements for boiler make-up waters are quite exacting. 
 Similarly, recommended limiting concentrations for the same constituent may 
 be considerably different if the water is to be used for cirinking or for an 
 
 -151- 
 
agricultural supply. Discussions of water quality requirements are included 
 in the companion appendix "Delta Water Requirements". Water quality- 
 requirements are also discussed in reference 28 of this appendix. 
 
 State Water Resources Development System 
 
 Because of the wide variations in water quality requirements, the 
 State Water Resources Board retained a board of consultants to recommend 
 specific limiting values for the more important constituents and characteris- 
 tics for water to be exported from the Sacramento-San Joaquin Delta under 
 operation of the proposed State Water Resources Development System. 
 
 This board held public meetings to obtain recommendations and 
 suggestions from federal, state, and local agencies; agricultural and 
 industrial consultants; and associations and societies concerned with water 
 quality. In developing recommended limiting concentrations, the board 
 considered that allowances must be made for progressive increases in agri- 
 cultural and industrial development in areas of surplus supply as well as 
 for attendant population increase; and further, that waters flowing in all 
 portions of the system should be of satisfactory quality to meet the intended 
 uses without requiring extensive treatment. The board, however, refrained 
 from recommending specific limits for indices of contamination or for con- 
 stituents bearing directly on fish and wildlife. Limits for these constituents 
 are subject to regulation by the water pollution control boards and the State 
 Departments of Public Health and Fish and Game. 
 
 Table 33 lists the recommended limiting concentrations for certain 
 mineral constituents and other water quality characteristics, adopted by the 
 board of consultants. 
 
 -152- 
 
TABLE 33 
 
 QUALITY LIMITS RECOMMENDED FOR WATER TO BE EXPORTED BY 
 THE STATE FROM THE SACRAMENTO -SAN JOAQUIN DELTA 
 
 Item 
 
 Limit 
 
 Total dissolved solids 
 Electrical conductance 
 
 Hardness as CaCOo 
 
 Sodium (percentage) 
 
 Sulfate 
 
 Chloride 
 
 Flouride 
 
 Boron 
 
 pH value 
 
 Color 
 
 Other constituents as to which the 
 U. S. Public Health Service has 
 or may establish mandatory or 
 recommended standards for drinking 
 water 
 
 J+00 ppm* 
 
 600 micromhos at 
 250c 
 
 160 ppm 
 
 50^ 
 100 ppm 
 100 ppra 
 1.0 ppm 
 . 5 ppm 
 7.0-8.5 
 10 ppm 
 
 USPHS Limits 
 
 * ppm (parts per million) 
 
 In presenting these recommendations, the Board of Consultants 
 
 on Water Quality stated: 
 
 "It is the opinion of this Board that the limits set 
 forth will permit full agricultural development in northern 
 California, provide for greatly increased population in 
 that area, and allow the establishment of all industries 
 required for the support of that population. It is the 
 further opinion of this Board that these limits will permit 
 
 -153- 
 
the use of this water for agricultural purposes without 
 detrimental effects, and enable this water to be used for 
 domestic and industrial purposes without placing any undue 
 burden upon the distributors or users." 
 
 The recommendations of the board, as presented in the fore- 
 going tabulation, are presented in Reference l6, and have been adopted 
 by the Department of Water Resources as quality objectives to be met 
 at points of diversion for water to be exported from the Delta to areas 
 of deficiency. 
 
 In general, the limits recommended are more restrictive than 
 either the drinking water standards adopted by the United States Public 
 Health Service in 19^6 or the irrigation criteria suggested by the 
 Regional Salinity Laboratory of the United States Department of Agri- 
 culture in their pamphlet (Ref. 57) • 
 
 Metropolitan Water District Contract. The Metropolitan Water 
 District of Southern California will be one of the major purchasers of 
 water exported from the Delta by means of the proposed State Water 
 Facilities. Water quality objectives have been incorporated into the 
 contract with this district to the effect that the State shall take all 
 reasonable measures to make available water of such quality that the 
 constituents do not exceed the concentrations listed in Table 3^* 
 
 -154- 
 
TABLE 3^ 
 
 WATER QUALITY OBJECTTVES FOR -' 
 METROPOLITAN WATER DISTRICT OF SOUTHERN CALIFORNIA 
 
 : : Monthly: Average for any: 
 Constituent : Unit : average: 10 -year period : Maximum 
 
 Total dissolved solids 
 
 ppra 
 
 Ui+0 
 
 220 
 
 Total hardness 
 
 ppm 
 
 180 
 
 110 
 
 Chlorides 
 
 ppm 
 
 110 
 
 55 
 
 Sulfates 
 
 ppm 
 
 110 
 
 20 
 
 Sodium percentage 
 
 i 
 
 50 
 
 40 
 
 Fluoride 
 
 ppm 
 
 
 
 
 
 Lead 
 
 ppm 
 
 
 
 
 
 Selenium 
 
 ppm 
 
 
 
 
 
 Hexavalent chromium 
 
 ppm 
 
 
 
 
 
 Arsenic 
 
 ppm 
 
 
 
 
 
 Iron + Manganese 
 
 ppra 
 
 
 
 
 
 Magnesium 
 
 ppm 
 
 
 
 
 
 Copper 
 
 ppm 
 
 
 
 
 
 Zinc 
 
 ppm 
 
 
 
 
 
 Phenol 
 
 ppm 
 
 
 
 
 
 1.5 
 
 0.1 
 
 0.05 
 0.05 
 0.05 
 
 0.3 
 125 
 3.0 
 
 15 
 
 0.001 
 
 _l/ From contract between the State of California, Department of 
 Water Resources and the Metropolitan Water District of 
 Southern California for a water supply, November h, 196O. 
 
 United States Bureau of Reclamation 
 
 The United States Bureau of Reclamation presently diverts water 
 from the Sacramento -San Joaquin Delta to supply water to the Contra Costa 
 
 -155- 
 
and Delta-Mendota Canals. Certain quality considerations have been in- 
 corporated into contracts for delivery of water from these canals. 
 
 Contra Costa Canal . The only quality provision in this contract 
 indicates that the United States assumes no responsibility for the 
 quality of water to be furnished pursuant to the contract and does not 
 warrant the quality of any such water; however, the water users are not 
 obligated to accept and pay for any water which contains chlorides in 
 excess of 250 ppm. 
 
 Delta-Mendota Crinal . Under the Amended Exchange Contract of 
 March 17, 1956 there is a provision that the quality of water supplied 
 to diverters between Mendota and Newman, as determined by total dissolved 
 solids, will not exceed the weighted mean -values shown in Table 35- 
 
 TABLE 35 
 
 WATER QUALITY REQUIREMENTS FOR 
 WATER SERVED FROM DELTA -I-IENDOTA CANAL 
 
 Time interval : Total dissolved 
 : solids (ppm) 
 
 Daily 800 
 
 Monthly 600 
 
 Annually 4 50 
 
 Five years ^00 
 
 Historic Water Quality Conditions 
 For purposes of water quality considerations in this chapter, 
 historic conditions have been considered in two parts, past and present 
 conditions. Past conditions are considered to be those which existed 
 
 -156- 
 
prior to construction and operation of the Central Valley Project. 
 Present conditions in the Sacramento River portion of the Delta are 
 considered to be those which have existed since the rQid-19^0's when 
 Shasta Dam commenced regulating flows in the Sacramento River. For 
 the San Joaquin River portion of the Delta, present conditions are 
 considered to be those which have existed since the Tracy Pumping Plant 
 for the Delta-Mendota Canal was placed in operation in June of 1951 • 
 
 Mineral Quality of Water Supplies 
 
 Table 36 presents minimum, maximum, and weighted mean mineral 
 quality values for the Sacramento River at Sacramento, and San Joaquin 
 River at Vernalis under historic conditions. Weighted mean pineral 
 quality values are values determined by weighting the concentration of 
 the mineral constituent in proportion to the flow of water at the time 
 of sampling. In addition, historic maximum and minimum mineral quality 
 values for waters at several internal locations within the Delta are 
 shown in Table 37- Weighted mean values of quality cannot be computed 
 for these internal stations since flow data were not available for the 
 saii;pling period. Minimum, maximum, and mean historic values of water 
 quality are shown in Table 38 for water exported from the Delta via the 
 Delta-Mendota Canal. The quality of water diverted into the Contra Costa 
 C xnal which was used in the economic considerations is shown and de- 
 scribed in the companion appendix on "Economic Aspects" . 
 
 -157- 
 
TABLE 36 
 
 PAST AND PRESENT WATER QUALITY VALUES 
 FOR 1/ 
 
 TRIBUTARY STREAMS TO DELTA 
 
 Constituent 
 
 Past 
 
 Present 
 
 Sacramento River at Sacramento 
 
 Total dissolved solids 
 Mean 
 
 Minimum -Maximum 
 Total hardness 
 
 Mean 
 
 Minimum -Maximum 
 Chlorides 
 
 Mean 
 
 Minimum -Maximum 
 Sulfates 
 
 Mean 
 
 Minimum -Max iraiom 
 
 NR 
 
 UO-i+00 ppm 
 
 NR 
 20-210 ppm 
 
 NR 
 5-85 ppm 
 
 NR 
 5-30 ppm 
 
 90 ppm 
 40-210 ppm 
 
 50 ppm 
 20-140 ppm 
 
 10 ppm 
 5-25 ppm 
 
 10 ppm 
 5-30 ppm 
 
 San Joaquin River at Vernalis 
 
 Total dissolved solids 
 
 Mean 
 
 Minimum-Maximum 
 Total hardness 
 
 Mean 
 
 Minimum-Maximum 
 Chlorides 
 
 Mean 
 
 M in imum-Max imum 
 Sulfates 
 
 Mean 
 
 Minimum-Maximum 
 
 300 ppm 
 0-900 ppm 
 
 190 ppm 
 5O-7UO ppm 
 
 NR 
 
 NB 
 
 NR 
 
 NR 
 
 80 ppm 
 5 -180 ppm 
 
 50 ppm 
 5-290 ppm 
 
 NR 
 
 NR 
 
 NR 
 
 NR 
 
 \] NR indicates insioff icient data on record to make proper evaluation. 
 
 -158- 
 
TABLE 37 
 
 PAST AND PRESENT WATER QUALITY VALUES 
 FOR 
 INTERNAL CHANNELS OF DELTA 
 
 Constituent 
 
 Past 
 
 Present 
 
 Delta C r oss Channel 
 
 Total dissolved solids 
 Minimum-Maximum 
 
 Total hardness 
 
 Minimum -Maximiim 
 
 Chlorides 
 
 Minimum-Maximum 
 
 Sulfates 
 
 Minimum -Maximum 
 
 NR 
 
 m 
 
 NR 
 
 NR 
 
 70-180 ppra 
 
 30-90 ppm 
 
 5-20 ppm 
 
 5-20 ppm 
 
 Sacramento River at Rio Vista 
 
 Total dissolved solids 
 
 Minimum-Maximum 
 Total hardness 
 
 Minimum -Maximum 
 Chlorides 
 
 M i n imum -Max imum 
 Sulfates 
 
 Minimum -Maximum 
 
 NR 
 
 m 
 
 NR 
 NR 
 
 70-205 ppm 
 
 i+O-125 PPm 
 
 5-30 ppm 
 
 5-20 ppm 
 
 San Joaquin River at Venice Island 
 
 Total dissolved solids 
 
 Minimum -Maximiom 
 Total hardness 
 
 M in imum -Max imum 
 Chlorides 
 
 Minimum -Max imum 
 Sulfates 
 
 M i n imum -Max imum 
 
 NR 
 NR 
 NR 
 NR 
 
 85-i+80 ppm 
 
 40-220 ppm 
 
 20-1^+5 ppm 
 
 10-75 ppra 
 
 -159- 
 
TABLE 38 
 
 PRESENT RANGES OF WATER QUALITY VALUES 
 FOR 
 SOURCES OF EXPORT FROM DELTA 
 
 Constituent 
 
 : Present 
 
 Delta-Mendota Canal 
 
 
 Total dissolved solids 
 
 
 Mean* 
 
 522 ppra 
 
 Minimum-Maximum 
 
 8i-6U3 ppm 
 
 Total hardness 
 
 
 Mean 
 
 MR 
 
 M in imum-Max iraum 
 
 m 
 
 Chlorides 
 
 
 Mean* 
 
 85 ppm 
 
 M i n imum -Max i mum 
 
 16-258 ppra 
 
 Sulfates 
 
 
 Mean 
 
 m 
 
 Minimam-Maxiraura 
 
 m 
 
 * Arithmetic Mean 
 
 -l60- 
 
In addition to the above-mentioned water quality data, many 
 other sources (Refs. 2'i and 2^+) provide information on historic water 
 quality within the Delta. 
 
 Sources of Degradation 
 
 It can be seen by comparing the general quality of inflowing 
 water with mineral qualities of water in various locations throughout 
 the Delta, that waters are being degraded in transit across the Delta. 
 Factors contributing to this degradation under present conditions are 
 generally municipal and industrial waste discharges, irrigation return 
 drainage, and the incursion of sea water. Since, under future operation 
 of Delta Water Projects, it is assumed that sea-water incursion will be 
 controlled so as to minimize degradation of water used for export and 
 Delta uses, only the first two sources of degradation were accounted for 
 in predicting future quality of water within the Delta. 
 
 Evaluation of waste discharge data has indicated that quantities 
 of salts discharged by various communities containing both domestic and 
 industrial activities can be correlated with the contributory population. 
 Calculations of future quantities of waste discharges were based on 
 projected populations within the Delta. 
 
 Evaluation of data collected during an investigation of ir- 
 rigation and drainage water in the Delta during 195^ and 1955 has shown 
 that the annual quantity of drained salts is related to the annual quantity 
 of applied salts. Under present conditions it was shown that drained 
 salts are about 20 percent in excess of applied salts annually, but that 
 the discharge of drained salts through the months is not constant (Ref. 13) • 
 It was found that most of the salts applied during the irrigation season 
 
 -l6l- 
 
were retained in the soil to be released during the winter months when 
 flushing flows of precipitation and seepage removed them. This same 
 method of storing a portion of salts applied each month, with subsequent 
 release during the winter, was utilized in predicting the future 
 degradation of quality of water in the Delta. 
 
 Future Water Quality Conditions 
 
 Predictions were made of future quality of water that might 
 exist in various locations throughout the Delta under full operation of 
 the "Comprehensive Delta Water Project" in both 1970 and 1990 levels of 
 development. Hydrologic conditions for the period from 1922 through 
 19^1 were assumed. An office report entitled "Salt Routing Techniques 
 with Applications of Machine Computing for Estimating Future Quality 
 of Water Under Operation of 'The Comprehensive Delta Water Project'", is 
 being prepared to explain in detail the entire process utilized for 
 making predictions of future water quality conditions presented herein. 
 
 Predictions of future quality of water in the Delta were de- 
 pendent upon results of salt -routing studies based upon flow data, plans 
 for drainage disposal, and other operational criteria presently known or 
 anticipated under project operations. 
 
 Mineral concentrations in the Sacramento River and other in- 
 flowing streams to the Delta were computed from equations of curves 
 relating stream flow to mineral concentration. These "rating curves" 
 have been developed for each of the major streams entering the Delta. 
 These curves were developed from present and historical data and do not 
 reflect any provision for possible changes in the future. 
 
 -162- 
 
Accretions to salt loading of water flowing through the Delta 
 were computed as a product of the quantity of accreting water and its 
 mineral concentration, or as an independent accretion of salt. Factors 
 required to make these computations were derived from evaluation of 
 water quality records, and data on present physical conditions surrounding 
 these various sources of salt accretions. 
 
 Results of these salt routings were in the form of computed 
 
 mineral quality values at the 12 following locations, including inflow, 
 
 internal, and export points of the Delta, for 2^40 consecutive months 
 
 from January 1922 through December 19'-* 1, under both 1970 and 1990 levels 
 
 of development: 
 
 Inflow Sacramento River at Sacramento 
 San Joaquin River at Vernalis 
 Mokelurane River at Thornton 
 Calaveras River at Stockton 
 
 Internal Delta Cross Channel at head 
 
 Sherman Island Irrigation deliveries 
 Webb Tract irrigation deliveries 
 Sacramento River at Rio Vista 
 San Joaquin River at Venice Island 
 
 Export North Bay Aqueduct 
 Contra Costa Canal 
 South Delta exports 
 
 In view of the fact that the present contract with the Met- 
 ropolitan Water District for delivery of water from the Delta includes 
 stipulations regarding mean quality throughout a 10-year period, the 
 predictions of future quality conditions presented herein have been 
 developed for selected 10-year periods. The period from 1924 to 1933 
 was found to be the 10 consecutive years of the 20-year study period 
 during which total inflow to the Delta was the lowest, while the 10-year 
 period from 1932 to 19^1 was the one most nearly equal to the long-term 
 
 -163- 
 
mean, as well as the period of highest total inflow to the Delta during 
 the 1922 to 19^1 period. Computations of weighted mean qualities for all 
 11 of the 10-year periods showed that these 2 periods, noted as "dry" 
 and "mean", developed the poorest and best average mineral qualities. 
 Therefore, weighted mean qualities for total dissolved solids, total 
 hardness, chlorides, and sulfates, were computed for both the "dry" and 
 "mean" 10-year periods under both 1970 and 1990 conditions of develop- 
 ment at each of the 12 aforementioned stations . Only the mean values for 
 1990 are shown in Table 39- Values for percent sodium were computed by 
 relating total dissolved solids and total hardness. 
 
 Results of salt-routing studies utilizing anticipated procedures 
 show that under 1990 conditions of development, water exported will, on 
 a few occasions, exceed limitations set by the board for both total 
 dissolved solids and total hardness. During the "mean" 10-year period 
 (1932 to 19^+1), under 1990 conditons, approximately 3 percent of the total 
 quantity of water exported from the south Delta will exceed quality limits 
 recommended by the Board of Consultants on Water Quality. This is a 
 small percent of the time and is less than the probable accuracy of the 
 estimates of future water quality. 
 
 The studies were made for the Comprehensive Delta Water Project, 
 but the results for the other projects would not be too far different 
 if specific salt-routing studies for each project were conducted. 
 
 ■I6k- 
 
TABLE 39 
 
 ESTIMATED WATER QUALITY VALUES FOR 
 SACRAMENTO -SAW JOAQUIN DELTA* 
 (1990 Conditions) 
 (Parts Per Million) 
 
 Location 
 
 
 
 c 
 
 onstituent 
 
 
 
 Hydrologic 
 period 
 
 Total 
 
 Dissolved 
 
 Solids 
 
 Total 
 Hardness 
 
 Chlorides 
 
 : Sulfates 
 
 : Percent 
 : Sodium 
 
 dr:y- 
 mean 
 
 100 
 
 90 
 
 ^0 
 50 
 
 10 
 10 
 
 10 
 10 
 
 i+0 
 35 
 
 dry 
 mean 
 
 290 
 
 160 
 
 130 
 70 
 
 90 
 40 
 
 30 
 20 
 
 50 
 50 
 
 dry 
 mean 
 
 190 
 
 150 
 
 110 
 80 
 
 10 
 10 
 
 10 
 10 
 
 30 
 
 i+0 
 
 dry- 
 mean 
 
 110 
 100 
 
 90 
 80 
 
 5 
 
 5 
 
 10 
 10 
 
 5 
 
 dry 
 mean 
 
 110 
 100 
 
 60 
 50 
 
 10 
 10 
 
 10 
 10 
 
 35 
 
 uo 
 
 dry 
 mean 
 
 180 
 160 
 
 90 
 
 80 
 
 10 
 10 
 
 10 
 10 
 
 uo 
 
 uo 
 
 dry 
 mean 
 
 200 
 
 180 
 
 100 
 
 90 
 
 20 
 20 
 
 15 
 15 
 
 ko 
 ko 
 
 dry 
 mean 
 
 90 
 
 80 
 
 
 10 
 10 
 
 10 
 10 
 
 ko 
 ko 
 
 dry 
 mean 
 
 ].20 
 100 
 
 60 
 50 
 
 15 
 10 
 
 10 
 10 
 
 ko 
 ko 
 
 dry 
 mean 
 
 IBO 
 
 170 
 
 100 
 
 90 
 
 20 
 20 
 
 10 
 10 
 
 35 
 ko 
 
 dry 
 mean 
 
 170 
 160 
 
 90 
 
 80 
 
 30 
 25 
 
 15 
 15 
 
 ko 
 
 40 
 
 dry 
 mean 
 
 150 
 lUO 
 
 80 
 70 
 
 20 
 20 
 
 10 
 10 
 
 40 
 40 
 
 Saoramenco River 
 at Sacramento 
 
 San Joaquin River 
 at Vernalis 
 
 Mokelumne River 
 at Thornton 
 
 Cala/eras River 
 at Stockton 
 
 Delta-Cross 
 Channel at Head 
 
 Sherman Island 
 Irr. Deliveries 
 
 Webb Tract Irr. 
 Deliveries 
 
 Sacramento River 
 at Rio Vista 
 
 San Joaquin River 
 at Venice Is. 
 
 North Bay Aqueduct 
 Exports 
 
 Contra Costa Canal 
 Exports 
 
 South Delta 
 Exports 
 
 * All constituents reported as parts per million, except "Percent Sodium" 
 which is reported as percentage of sodium ion, expressed in equivalents 
 per million, to total cations. 
 
 -165- 
 
REFERENCES 
 
 1. Arons, A. B. and Stomrael, H. "A Mixing Length Theory of Tidal 
 
 Flushing." Transactions American Geophysical Union. 
 Volvune 32, Number 3. June 1951- 
 
 2. Biemond, C. "Analysis of Flow Conditions in an Estuary." 
 
 Reports Nos. 1, 2, and 3. Amsterdam, Holland. January 
 and April 1958. 
 
 3. California State Joint Committee of the Senate and Assembly. 
 
 "Water Problems of the State." Report submitted to the 
 Legislature of the State of California. January I8, 1929 • 
 
 h. California State Department of Public Works, Division of 
 
 Engineering and Irrigation. "Flow in California Streanis." 
 Bulletin No. 5. I923. 
 
 5. California State Department of Public Works, Division of Water 
 
 Resources. "Report to Legislature of 1931 on State 
 Water Plan." Bulletin No. 25. 1930. 
 
 6. . "Sacramento River Basin." Bulletin No. 26. 1931. 
 
 7. . "San Joaquin River Basin." Bulletin No. 29. 1931. 
 
 8. . "Variation and Control of Salinity in Sacramento -San 
 
 Joaquin Delta and Upper San Francisco Bay." Bulletin 
 No. 27. 1931. 
 
 9. . "Report of Sacramento -San Joaquin Water Supervision for 
 
 192U through 195^." 
 
 10. California State Department of Water Resources, Division of 
 
 Resources Planning. "Sacramento River Trial Water 
 Distribution, 195^«" December 195^- 
 
 11. . "Progreim for Financing and Constructing the Feather River 
 
 Project as the Initial Unit of the California Water Plan." 
 February 1955- 
 
 12. . "Sacramento River and Sacramento-San Joaquin Delta Trial 
 
 Water Distribution, 1955'" January 1956. 
 
 13« • "Quantity and Quality of Waters Applied to and Drained 
 
 from the Delta Lowlands." Report No. k. July 1956. 
 
 Ik. . "interim Report to the California Legislature on the 
 
 Salinity Control Barrier Investigation." Bulletin No. 60. 
 March 1957- 
 
 -167- 
 
REFERENCES (Continued) 
 
 15- • "Report on 1956 Cooperative Study Program." Volumes I 
 
 and II. March 1957- 
 
 16. . "The California Water Plan." Bulletin No. 3- May 1957. 
 
 17. • "Report of Sacramento-San Joaquin Water Supervision for 
 
 1955." Bulletin No. 23-55- June 1957- 
 
 18. . "Hydrology Supplement to Report on 1956 Cooperative Study 
 
 Prograjn." March 1958. 
 
 19. . "1957 Joint Hydrology Study, Sacramento River and 
 
 Sacramento-San Joaquin Delta." July 1958. 
 
 20. . "Effect of Future Development Upon Present Surplus Flows 
 
 in the Sacramento-San Joaquin Delta." Office Report. 
 August 1958. 
 
 21. . "Surface Water Flow for I956." Bulletin No. 23-5'6. 
 
 January 1959- 
 
 22. . "Water Supply and Water Utilization on McDonald Island." 
 
 Report No. 3. February 1959. 
 
 23. . "Inventory of Water Quality Sacramento -San Joaquin Delta 
 
 1906-1957." Office Report. November I96O. 
 
 2I+. "First Supplement to Inventory of Water Quality Sacramento- 
 San Joaquin Delta I958." Office Re?>ort. I958. 
 
 25. California State Department of Water Resources, Policy and 
 
 Program Office. "increase in Water Demands, Sacramento- 
 San Joaquin River Delta Drainage Area, 1960-2020." Office 
 Report. November 1958. 
 
 26. . "information and Data on Proposed Program for Financing 
 
 and Constructing State Water Facilities." Office 
 Report. April I96O. 
 
 27. . "Supplement to Information and Data on Proposed Program 
 
 for Financing and Constructing State Water Facilities." 
 Office Report. May I96O. 
 
 28. California State Water Pollution Control Board. "Water Quality 
 
 Criteria." Publication No. 3- Second Printing 1957. 
 
 29. California State Water Project Authority. "Report of Tidal Cycle 
 
 Measurements of Outflow from Sacraraento-San Joaquin Delta 
 Made September IU-I7, I953-" Office Report. July 195^. 
 
 -168- 
 
REFERENCES (Continued) 
 
 30. . "Quantities of Water and Salt Originating in the Sacramento- 
 
 San Joaquin Delta." Office Report. February 1955« 
 
 31. . "Feasibility of Construction by the State of Barriers in 
 
 the San Francisco Bay System." March 1955- 
 
 32. . "Report of Lunar-Cycle Measurements of Quantity and 
 
 Salinity of Outflows from Sacramento -San Joaquin Delta 
 Made September 11-27, 195^." August 1955- 
 
 33. . "Ground Water Geology." Report No. 1. May I956. 
 
 3I1. . "Investigation of the Sacramento-San Joaquin Delta Water 
 
 Supply and Water Utilization on Medford .aland." Report 
 No. 2. May 1956. 
 
 35' California State Water Resources Board. "Water Resources of 
 California." Bulletin No. 1. 1951. 
 
 36. . "Water Utilization and Requirements of California." Bulletin 
 
 No. 2. June 1955. 
 
 37- Gilbert, G. K. "Hydraulic Mining Debris in the Sierra Nevada." 
 U. S. Geological Survey. Prof. Paper IO5. 1917- 
 
 38. Glover, R. E. "A New Method for Predicting Transient Status of 
 
 Salinity Intrusion into the Sacramento -San Joaquin Delta." 
 Transactions American Geophysical Union. Volume 36, 
 Number h. August 1955. 
 
 39. . "The Theoretical Basis for Non-Linear Electric Analogs 
 
 for Open Channel Flow." Report No. I to the Department 
 of Water Resources, University of California, Berkeley. 
 June 1957. 
 
 kO, Harder, James A. "An Electric Analog Model Study of Tides in 
 the Delta Region of California." Report No. II to the 
 Department of Water Resources, University of California, 
 Berkeley. June 1957. 
 
 ^1. Ippen, A. T. and Harleraan, D. R. F. "Analytical Study of Salinity 
 in Estuaries and Canals." Prepared for Committee on Tidal 
 Hydraulics, Corps of Engineers, Cambridge, Massachusetts, 
 under Contract DA-22-079-eng-158. June 1957. 
 
 k2. Ketcham, B. H. "The Exchange of Fresh and Salt Waters in Tidal 
 Estuaries." Journal of Marine Research. Volume 10, 
 No. 1. 1951. 
 
 -169- 
 
REFERENCES (Continued) 
 
 ^4^3- Keighton, Walter B. "The Investigation of Chemical Quality of 
 
 Water in Tidal Rivers." U. S. Department of the Interior, 
 Geological Survey. August 195^ • 
 
 kh. Lamb, Sir Horace. "Hydrodynamics." Dover Publications, 
 New York. Sixth Edition. 1932. 
 
 45. Means, T. H. "Salt Water Problems, San Francisco Bay and Delta 
 
 of Sacramento and San Joaquin Rivers." Report to 
 Association of Industrial Water Users of Contra Costa 
 and Solano Counties. April I928. 
 
 46. Perez, Rodriguez and Gomez, Trueba. "Penetration of Salt Water 
 
 in Tidal Rivers and their Tributaries, in Maritime Canals 
 and in Ports." Report to XVII International Navigation 
 Congress - Rome, 1953 Section II - Ocean Navigation 
 Communication 3« Translated from French by P. J. Herbert, 
 Sacramento. March 1956. 
 
 kf . Pillsbury, George B., Brig. Gen. "Tidal Hydraulics." Professional 
 Paper of the Corps of Engineers. No. 3^- War Department 
 Corps of Engineers, U. S. Army. U. S. Printing Office, 
 Washington. November 1939* 
 
 U8. Schijf, J. B. and Schonfeld, J. C. "Theoretical Considerations 
 on the Motion of Salt and Fresh Water." Copy of Proc. 
 Minnesota International Hydraulics Convention. September 
 1953. pp. 321-333. 
 
 U9. United States Array, Corps of Engineers, Committee on Tidal Hydraulics. 
 "Evaluation of Present State of Knowledge of Factors 
 Affecting Tidal Hydraulics and Related Phenomena." 
 Report No. 1. February 1950. 
 
 50. . "Delaware River Model Study, Effects of Proposed Channel 
 
 Enlargement Between Philadelphia and Trenton." Report 
 No. 3- Waterways Experiment Station, Vicksburg, 
 Mississippi. January 1952. 
 
 51. . "Salinity Tests of Existing Channel." Report No. 3* 
 
 Waterways Experiment Station, Vicksburg, Mississippi. 
 June I95U. 
 
 52. . "Investigation of Salinity Intrusion and "Related Phenomena." 
 
 Interim Report on Results of Flume Tests, Waterways Ex- 
 periment Station, Vicksburg, Mississippi. January 1955. 
 Revised April 1955. 
 
 -170- 
 
REFERENCES (Continued) 
 
 53- United States Army, Corps of Engineers, Sacramento District. 
 "Definite Project Report, Sacramento River Deep-Water 
 Ship Channel Project." Sacramento, California. 
 15 July 19^9- 
 
 5^+. United States Department of Commerce, Coast and Geodetic Survey. 
 
 "Tidal Current Tables." Pacific Coast of North America and 
 Asia. 1955 through I96O. 
 
 55' • "Tide Tables, High and Low Water Predictions." West Coast 
 
 North and South America Including the Hawaiian Islands. 
 1955 through i960. 
 
 56. United States Department of the Interior, Bureau of Reclamation. 
 "Progress Report on Model Studies of the Sacramento -San 
 Joaquin Delta, Central Valley, California." Hydraulics 
 Laboratory Report. Denver, Colorado. April 19^^+. 
 
 57* Wilcox, L. V. and Magistad, 0. C. "interpretation of Analyses 
 of Irrigation Waters and the Relative Tolerance of Crop 
 Plants." United States Department of Agriculture, 
 Regional Salinity Laboratory. May 19^3- 
 
 58. . "Second Progress Report on Model Studies of the Sacramento- 
 San Joaquin Delta Central Valley Project, California." 
 Hydraulic Laboratory Report No. 155* Denver, Colorado. 
 September 29, 19^+^. 
 
 59« Young, W. R. "Report on Salt Water Barrier Below Confluence of 
 
 Sacramento and San Joaquin Rivers, California." California 
 State Department of Public Works, Division of Water 
 Resources. Bulletin No. 22. 1929 . 
 
 -171- 
 
STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 GENERAL AREA OF INVESTIGATION 
 
 APRIL 1962 
 
 SC*LE Of MILES 
 
 LEGEND 
 ^^^^^ BOUNDARV OF GENERAL *RE* 
 
PL«TE 2 
 
 » 
 
TIDE G'OC OPE 
 
 A TIDE WEASUREUENT FOR SPECIFIC PURPOSE 
 
 , STATE OF CALIFORNIA 
 
 1 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 TIDE GAGE LOCATIONS 
 SAN FRANCISCO BAY SYSTEM 
 
 iPRIU 1962 
 
LEGEND 
 
 @ T10E GiGE OPERATING IN 1959 
 f TIDE MEASUREMENT FOR SPECIFIC PURPOSE 
 
 STATE OF CALIFORNIA 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 Y DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 TIDE GAGE~LOCATIONS 
 SACRAMENTO -SAN JOAQUIN DELTA 
 
 APRIL 1962 
 SCALE OF MILES 
 
 Z z 
 
PLATE S 
 
 0> 
 
 M 
 
 2 
 
 1- 
 < 
 O 
 
 _l 
 111 
 
 > 
 
 < 
 111 
 U) 
 I 
 
 z 
 o 
 
 18 20 22 24 26 28 30 
 
 DISTANCE IN MILES FROM GOLDEN GATE 
 
 NOTE: Elevations at Point San Pablo, Eckley, and 
 Nichols based upon tidal data obtained by 
 predecessor agency of Department of Water 
 Resources. All other elevations based upon 
 data from U.S. Coast and Geodetic Survey. 
 
 STATE OF CAtlFORNlA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 MEAN WATER SURFACE ELEVATIONS 
 NORTH SAN FRANCISCO BAY 
 
 APRIL 1962 
 
PLATES 
 
buu Sou luuO lilUU )«00 
 
 TIDAL PRISM VOLUME IN THOUSANDS OF ACRE-FECT' 
 
 Z 6 
 
 TIDAL PRISM VOLUME IN THOUSANDS OF ACRE-FEET 
 
 LEGEND 
 Average Stream Plawi 
 
 □ --January 29 and 30, 19?U, 
 Sacramento RlTer at 
 Sacramento 55»600 cfs 
 
 San Joaqtiin River at 
 Vemalla 2,200 cfa 
 
 a— February 1 and 2, 195U, 
 Sacramento River at 
 Sacramento 58,200 cfs 
 
 San Joaquin River at 
 Vemalls 1,900 cfe 
 
 0-- February 19 and 20, 195U, 
 Sacramento River at 
 Sacranento 68,000 cfs 
 
 San Joaquin River at 
 Vemalls 3,500 cfs 
 
 160 200 240 
 
 TIDAL PRISM VOLUME IN THOUSAND OF ACRE-FEET 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 TIDAL PRISM VOLUMES 
 
 APRIL 1962 
 
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 i33d-aN003S JO SONVSnOHi Nl WOTd 
 

 
 
 
 
 
 
 
 
 
 
 
 PLATE 10 
 
 
 
 
 
 
 I 
 
 
 I 
 
 
 
 
 
 
 
 
 
 
 \ 
 
 
 
 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 RELATIONSHIP BETWEEN FLOWS IN 
 
 3E0R6IANA SLOUGH. DELTA CROSS CHANNEL 
 
 AND SACRAMENTO RIVER 
 
 APRIL 1962 
 
 
 I 
 
 
 
 
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 PLATE II 
 
 to 
 
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 Nl Moid 01 ONidwnd nvNvo vioaN3w-vn3a jo oixva 
 
 ^ f^ u 
 
 U< a! -o 
 
 W 
 H 
 O 
 
LIMIT OF MAXIMUM INCURSION OF SALINITY 
 
 PRIOR TO OPERATION OF SHASTA RESERVOIR 
 
 OF THE CENTRAL VALLEY PROJECT 
 
 Sy^|^"5J'^,IP OPERATION OF SHASTA RESERVOIR 
 
 OF THC CENTRAL VALLEY PROJECT 
 
 __ STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 DEPARTMENT OF WATER RESOURCES 
 DELTA BRANCH 
 
 HISTORIC SALINITY INCURSION 
 
 SACRAMENTO -SAN JOAQUIN DELTA 
 
 APRIL 1962 
 
STATE or CAUrORNIA 
 
 THE RESOURCES ACENCT OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 SALINITY MEASURING LOCATIONS 
 SAN FRANCISCO BAY SYSTEM 
 
 APRIL 1962 
 
FOUR DAY SALINITY SAMPLING LOCATION 
 COMTINUOUS SALIhfTr FIECORDER LOCATXM 
 
 J - ^v 
 
 STATE OF CALIFORNIA 
 '^^ THE RESOURCES AGENCY OT CALIFORNIA 
 
 ^}i^'' <^. 'department of water resources 
 
 .•■ DELTA BRANCH 
 
 SALINITY MEASUrTnG LOCATIONS 
 SACRAMENTO-SAN JOAQUIN DELTA 
 
 APRIL 1962 
 
 SCALE OF MlES 
 2 ? * 6 B 
 
STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 RELATIONSHIP OF DELTA OUTFLOW 
 
 TO SALINITY IN WESTERN DELTA 
 
 AND SUISUN BAY 
 
 APRIL 1962 
 
 10 12 
 
 DELTA OUTFLOW 
 
 14 16 18 
 
 IN 1000 SECOND - FEET 
 
PLATE 16 
 
 WOO 4400 COCO iOOO 10,000 12,000 14,000 
 
 MEAN TIDAL CYCLE SURFACE ZONE SALINITY --PARTS CHLORIDES PER MILLION PARTS WATER 
 
TTZ 
 
 m 
 
 TF" 
 
 laixtii 
 
 : ij 5|||; 
 
URCeS AGENCY OF CALIFORNIA 
 DEPARTMENT OF WATER RESOURCES 
 DELTA 8RANCH 
 
 DELTA WATER FACILITIES 
 
 COMPARISON OF 
 
 HISTORICAL SALINITY WITH DERIVED SALINITY 
 
 AT ANTIOCH 
 
PLATE IS 
 
DCPARTMENT OF WATER RESOURCCS 
 
 CeWTRAL VALLEY 
 DRAINAGE BASINS 
 
PLATE 20 - ERRATA 
 
 at 
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 tr 
 
 W o 
 
 < 
 
 900 
 
 800 
 
 700 
 
 600 
 
 500 
 
 100 
 
 300 
 
 200 
 
 100 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 B 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 y/ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 / 
 
 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ■y / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 y 
 
 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 y 
 
 f 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 /■ 
 
 
 f 
 
 
 
 
 
 
 
 
 
 Constont Seepoge Rote 635 c.f.s— 
 
 
 
 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 y 
 
 
 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 /' 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 y 
 
 
 X 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 y 
 
 >*-' 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 ^ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 't^ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 A 
 
 A 
 
 ^ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1 1 
 
 WATER TO STORAGE 
 
 
 
 
 
 / 
 
 r 
 
 
 WATER OUT OF STORAGE 
 
 
 AVG. SEEPAGE RATE (CONSTANT) 
 
 
 
 
 
 / 
 
 
 
 CUMULATIVE (SEEPAGE ; CHANGE IN STORAGE) 
 
 
 
 
 
 
 
 
 
 
 
 / 
 
 
 
 
 CURVE BASED ON Z DATA FOR 33 ISLAND SURVEY 
 
 
 
 ^ 
 
 / 
 
 
 
 
 NOTE: (1) ^(Seepage I Change in Storag«)= X(-Divarsions 
 - Precipitation \ Droinoge + Consumptive use) 
 
 (2) Net Change in Ground Water Storoge From 
 
 
 / 
 
 
 
 
 
 
 
 / 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Oct. 30/54 to Oct. 30,'55 is ossumed to be zero. 
 
 1 
 
 
 
 
 
 
 
 (3) 33 lslonds = 46.4% o( Delta Lowlonds. 
 
 > 
 
 UJ 
 
 z 
 
 !j o a »- > (-> 
 
 z i'5°=>;2iiuai->u 
 
 
 
 3 3 UJ U O UJ 
 
 <j UJ< CL< ^ ^ Zi \ii ^ O \±1 
 
 2 
 
 -i 
 
 -3 < LO O 2 O 
 
 -J u.5ci5t^<(/iozo 
 
 
 
 
 1954 
 
 - 
 
 
 955 
 
 ^ 1 
 
 
 
 
 
 
 ' 1 
 
 
 
 
 
 ■ 
 
 
 
 
 
 
 ^ ' 
 
 MASS DIAGRAM OF SEEPAGE AND CHANGE IN GROUND WATER STOfJAGE 
 
 Diversions 
 
 Droinoge 
 
 Change in h varies about 
 5% over the year but 
 olways remoins positive 
 in the Delta Lowlands 
 
 24 
 
 12 
 
 a. 
 
 U 
 
 < 
 
 o 
 
 < -12 
 o 
 
 - -18 
 
 < 
 
 U -24 
 
 -30 
 
 -36 
 
 -42 
 
 Levee 
 
 
 
 y 
 
 
 i/ 
 
 k 
 
 
 
 -^ 
 
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 ^ 
 
 \ 
 
 
 
 
 \ 1 
 
 Water To Storage 
 
 ! 1 
 
 
 \ 
 
 
 
 
 
 
 
 MAY 
 JUNE 
 JULY 
 AUG 
 SEPT 
 OCT 
 
 > o z CD a: ^ \ 
 
 O UJ < LiJ < Q- \ 
 
 z o -> u. 2 "^ \ 
 
 Woter 
 
 Out / 
 
 \of Storog* 
 
 
 
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 / 
 
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 I 
 
 
 
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 / 
 
 
 
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 \ 
 
 f 
 
 
 
 \ 
 
 
 
 
 
 
 
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 ^ 
 
 
 
 MONTHLY CHANGE IN GROUND WATER STORAGE 
 
 DELTA CHANNEL 
 
 Drainage Ditch 
 
 1 
 
 Seepage 
 
 S2-' 
 
 X 
 
 Water Table 
 
 Droinage + Consumptive Use ^Precipitation + Diversions +Seepoge 1 Chonge In Ground Water Storage 
 SKETCH DEPICTING HYDROLOGIC EQUATION 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 SEEPAGE OF WATER FROM CHANNELS 
 INTO DELTA LOWLANDS 
 
 APRIL 1962 
 
UJ 
 
 ll. 
 
 O 
 
 < 
 
 o 
 
 o 
 
 o 
 
 -J 
 
 3 
 O 
 
 < 
 
 liJ 
 
 PLATE 21 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 OUTFLOW FROM DELTA 
 
 NATURAL 
 
 CONDITION OF DEVELOPMENT 
 
 APRIL 1962 
 
 s: 
 
 .=■- 
 
 >— 
 
 ia£2_ 
 
 i92a_ 
 
 19^3 
 
 iaaa_ 
 
 19J 
 
 193L^_ 
 
 1933 1 
 
 1941 
 
PLATE 22 
 
II 
 
 
 
 
 -f«T 
 
 
 
 
 
 
 
 
 
 PLATE 22 
 
 
 --- 
 
 
 
 -- 
 
 
 
 STATE OF CALIFORNIA 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 DEPARTMENT OF WATER RESOURCES 
 
 
 
 
 
 
 
 
 
 ■ - -i 
 
 
 _i_ 1 
 
 
 
 
 
 
 
 
 j^^ + H- f^T -t"- 
 
 1_ 
 
 
 
 
 
 ... 
 
 
 ■ ■ ' 1 Mil 
 
 - 
 
 
 
 DELTA WATER FACILITIES 
 
 
 — 1 1 1 ! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 hiciTF: ■=^"=^riri ^Fcnt^n ffft minimum outflow 
 
 
 ^. 
 
 
 
 ■^^' 
 
 
 
 
 -- 
 
 
 
 OUTFLOW FROM DELTA 
 
 
 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 PRESENT 
 
 
 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 pAKiniTir^M nc rvn/ci f\akMCKt^ 1 
 
 
 1 1 1 1 1 1 1 1 1 M 1 1 1 1 1 1 1 1 
 
 
 
 
 L ^ 
 
 
 9 
 
 M^^^^^^^^^^^ 1^ 
 
 
 ■'■_ 
 
 h- -9,700,000 
 
 IB™ 
 
 ACRE-FEET ' 
 
 F 
 
 
 
 1962 
 r SHEET 2 
 
 OF 2 SHEET 
 
 
 ;|||||fP| |£e S^i^pj:- ^^I'^r-"^^-- 
 
 
 '■_'■ 
 
 
 
 
 
 
 
 
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 ' " '" 
 
 -^ 
 
 
 
 
 
 
 
 R 
 
 ■ ■ 
 
 
 .- 
 
 
 
 
 
 
 
 
 — HiiiiinmnTT^^ ' 
 
 
 -- 
 
 
 
 
 
 
 
 
 1 1 1 1 
 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 1 1 M 1 11 1 1 1 1 
 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 i M 1 1 { 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 
 It 
 
 
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 -- 
 
 
 
 
 
 
 
 
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 III 
 
 
 
 
 
 
 
 
 
 M 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 t 
 
 
 
 
 
 
 
 
 
 1 1 1 M 1 1 1 1 1 ! M 1 1 1 
 
 
 
 
 
 
 
 
 
 1 1 II 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 { 1 1 M ' 1 1 1 1 1 1 1 1 1 M 1 
 
 
 
 
 
 
 
 
 
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 > 
 
 
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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
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 - 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 1 1I 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
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 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 lilt 
 
 
 
 
 
 
 
 
 
 lilt 
 
 
 
 
 
 
 
 
 
 III 
 
 
 
 
 
 
 
 
 
 III 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1 1 1 1 t 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 
 
 
 
 
 
 
 
 
 
 1 1 1 1 1 1 1 1 1 I 1 
 
 
 
 
 
 
 
 
 
 Lillll _i ■ 
 
 
 
 , 
 
 
 
 
 
 
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 .. 
 
 t mm titr 
 
 
 
 
 
 . 
 
 
 
 
 
 
 
 
 
 
 
 
 3 
 
 ::::::::::::::::::::::::::::::;::::::::::::::: ::::::::::::::::^^ 
 
 
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 ;;:;:: :::::::;::.;. 
 
 
 
 
 2 
 
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 ;:::::::::::::::::::.:::::::::::::::::::::::::::: 
 
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 :::: ::::::::-::::;:;::;:::::::;;:;:--±-:::::::::::::::-:- 
 
 . ■:...._.j_..,. ._ 1. :--T 
 
 nrrfl n 111 mil r'm nl 
 
 < 
 
 JUNE 
 
 SEPT. t 
 
 ■■J rrr 
 
 MAR. 
 
 : « I c u 
 ; S J ? K S 
 
 < 
 
 3 W 
 
 I i 
 
 z t. 
 3 w 
 
 t i 
 
 i 
 
 z *. 
 
 3 W 
 
 Sills 
 
 
 1922 19E3 1924 | 192S 1926 1927 1928 1929 
 
 1930 193J 1952 1933 . 1934 1935 193fi_ 
 
 1937 193fl- 1939 
 
 1940 
 
 1941 _ 
 
 uo 
 
 M 
 
PLATE 23 
 
 iaZ2_ 
 
 192fi 
 
PLATE 24 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 OUTFLOW FROM DELTA 2020 
 CONDITION OF DEVELOPMENT 
 
 194L^ 
 
EXISTING PROJECT LEVEES 
 
 MASTER LEVEE 
 
 O SMALL CRAFT LOCK 
 O SMALL CRAFT PORTAGE 
 ♦ FRESH WATER INTAKE SIPHON 
 ■ ^ FRESH WATER INTAKE PUMPING PLANT 
 DRAINAGE WATER PUMPING PLANT 
 
 AQUEDUCT 
 
 • RELIFT PUMPING PLANT 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 COMPREHENSIVE 
 DELTA WATER PROJECT 
 
 APRIL 1962 
 
 SCALE OF UIL.E9 
 
SOUTH MAY sotxoucr 
 
 5,000 . 
 
 FLOW lt< CUBIC FEET PER SECOND 
 EXISTING LEVEES 
 
 — — — — ^ — — PROJECT LEVEES 
 
 STATE OF CALIFORNIA 
 
 THE «ESOUHCES AGENCY OF CALIFORNIA 
 
 OEPAflTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 COMPREHENSIVE DELTA 
 
 WATER PROJECT 
 
 SUMMER FLOW DISTRIBUTION 
 
PLATE 27 
 
 5.000 . 
 
 FLOW IN CUBIC FEET PER SECOND 
 EXISTING LEVEES 
 PROJECT LEVEES 
 
 STATE OF CAUrORNI* 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 COMPREHENSIVE DELTA 
 
 WATER PROJECT 
 
 WINTER FLOW DISTRIBUTION 
 
 APRIL 1962 
 
PLATE 28 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 COMPARISON OF PROTOTYPE 
 
 TIDAL PHASES AND AMPLITUDES 
 
 WITH ANALOG MODEL TIDAL 
 
 PHASES AND AMPLITUDES 
 
 APRIL 1962 
 
PLATE 29 
 
 iQQOOi llll 
 
 1-"-. :j:::j::; 
 
 
 
 
 :::::; -!!T!":::: 
 
 
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 B 
 
 ::::: :|:: ::: 
 
 
 
 
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 :: irr :-^ n 
 
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 :: :::! . ^ d: -t 
 
 
 
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 ::::: :::|: 
 
 
 
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 ::::: "==:$: 
 
 
 
 g = : :-r::: = = = ziz: 
 
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 i._. -i---t — 
 
 tt 
 
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 ^ FfPn 
 
 
 
 
 
 
 
 TE ; SalinitT represents 
 
 
 
 
 
 
 
 
 
 ~ 
 
 zone sallnlt 
 
 ilorides per i 
 
 •ts water tak 
 
 after high-l 
 
 
 
 
 
 ^ 
 
 - --■ surface 
 
 T in ~ 
 
 
 
 
 
 
 
 " — "' ■; 
 
 [[ 
 
 
 
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 nil- 
 
 
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 lion pai 
 
 en 
 
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 ::::::i::,::::t: 
 
 
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 T 
 
 100 ' S 46«'7e9| 
 
 SALINITY A 
 
 000 " 
 T ANTIOCH 
 
 3 4 6 
 
 IN ppm 
 
 6 ' 1 9 10,000 2 
 
 a 
 
 
 
 
 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 RELATIONSHIP^OF SALINITY 
 
 AT ANTIOCH TO SALINITY AT 
 
 RIO VISTA BRIDGE 
 
 Af»RlL 1962 
 

 
 
 
 
 
 PLAT 
 
 ■ 30 
 
 1 0,0001-1 — n" 
 
 TTf : U4j4m-H 
 
 
 1 1 1 1 1 1 Hlllll'l IIIINIIII 
 
 
 
 
 9 1-'- 
 
 
 
 
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 Q. 2 d^ 
 
 3TE: Salinity rapresents m 
 
 nan 
 
 ':EE:::Je9EE|:J 
 
 H -""1 
 
 
 
 
 zone salinity 
 hloridea per m 
 irts water take 
 •8 after high-h 
 
 in:::::::: ::: :::::::::^T 
 
 ^1 ^ 
 
 
 
 
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 1 3 1 
 
 
 W 
 
 vxaw^a f^ 
 
 ti :]: 
 
 
 
 > 
 
 £ looo 
 
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 it x-ix : 
 
 
 
 
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 t:::::::::: 
 
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 ::::::i::::::Ii 
 
 - - ■ :- ■ "-^1 -+ 
 
 
 
 
 
 
 
 
 
 
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 _ 3 
 
 
 
 
 ± _: 
 
 
 
 
 
 
 
 
 
 
 
 
 
 . .. -~ 
 
 '°I00 *^ a 
 
 -T 6 6 7 6 9 10 
 
 SALINITY AT 
 
 00 2 
 ANTIOCH 
 
 3 4 6 
 
 N p pm 
 
 6 7 8 9 10,000 
 
 2 
 
 
 
 
 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 DELTA WATER FACILITIES 
 
 RELATIONSHIP OF SALINITY 
 
 AT ANTIOCH TO SALINITY AT 
 
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 SALINITT a«ED UPON ESTIMATED OIH'FLOW FROM THE S*CfiW*ENTO- 
 WN JOAQUIN DELTA WITH IW-JI "ATER SUPPLY C0HD1TI0«, FOB THE 
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 - II AND OPERATION OF THE CENTRAL VALLEY 
 
 WITH IWO CONDITIONS OF URSTPEAmOEVELOPuENT 
 OPEPATION OF THE CENTRAL VALLEY PBOJECT. 
 FEATHER RIVER PROJECT. DELTA DIVERSION PRO- 
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 FROU THE NORTH COAST AND WITH A UINIUUU OUT- 
 FLO* OF 1,000 SECONO-FEET 
 
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 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 JAN FEB MAN APR MAY JUNE JULY AUQ 
 
 PRESENT 
 
 1990 
 
 2020 
 
 t tf gf tr otc ' NATURAL, PRESENT AND FUTURE SALINITY CONDITIONS 
 IN WESTERN SACRAMENTO-SAN JOAQUIN DELTA 
 APRIL 1962 
 
 SHEET I OF 2 SHEETS 
 
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 SALINITY BASED UPON ESTIMATED OUTFLOWS FROM TKE SACR*JUENTO- 
 SAM JOAQUIN DELTA "ITM I913-<r KATES SUPPLY CONDITION, FOR THE 
 FOLLOWING CONDITIONS OF DEVELOPJuEMT IN THE CENTRAL PALLET 
 NATURAL BEFORE *NI SIGHFICANT DEVELOPMENT 
 PRESENT KlIMEKISTING CONDITIONS OF UPSTREAM DEVELOP. 
 HEMT AND OPEHATtON OF THE CENTRAL VALLET 
 PSOJECI "ITM lllPOflTSlDF itATER FROM THE TRINITY 
 RIVER AND WITH A MINIMUM OUTFLOW OF I.SOOSECOtC- 
 FEET 
 UTO WITH IWOCOWIITIONS OF UPSTREAMOEVELOPMfMT 
 
 OPERATION OF THE CENTRAL VALLEY PfiOJECT ' 
 FEATHER BIVER PROJECT. DELTA DIVERSION PRO- 
 JECT, DELTA WATER PROJECT AND IMPORTS OFWATEO 
 FROM THE NORTH COAST AND WITH A UINIUUUOUT 
 FLWOF 1.000 5EC0K0FEET 
 302ft WITH I0J0COW3ITIONS0F UPSTREAM DEVELOPMENT 
 
 AhC OPERATION OF THE SAME PROJECTS AS LISTED 
 FOR I'm PLUS ADDITIONAt. IMPWTS OF WATER FROM 
 THE NORTH COAST AND WITH A UlNIMlM OUTFLOW OF 
 1,000 SECCtC.FEET 
 
 NATURAL 
 
 PRESENT 
 
 1990 
 
 2020 
 
 STATE OF CALrFORNIA 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 DELTA BRANCH 
 
 NATURAL, PRESENT AND FuTuRE SALINITY CONDITIONS 
 IN WESTERN SACRAMENTO-SAN JOAQUIN DELTA 
 
 APRIL 1962 
 
 SHEET 2 OF 2 ShCETS 
 
EXISTING PROJECT LEvEES 
 
 MASTER LEVEE 
 
 © SMALL CRAFT LOCK 
 
 O SMALL CRAFT PORTAGE 
 
 « FRESH WATER INTAKE SIPHON 
 
 ^ FRESH WATER INTAKE PUMPING PLANT 
 DRAINAGE WATER PUMPING PLANT 
 
 AQUEDUCT 
 
 • RELIFT PUMPING PLANT 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY QF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BBANCH 
 
 TYPICAL ALTERNATIVE 
 DELTA WATER PROJECT 
 
THE BESOURCeS •tENCt or ' 
 DEPARTMENT OF WATER RESOURCES 
 DELlfi BRANCH 
 
 TYPICAL ALTERNATIVE 
 
 DELTA WATER PROJECT 
 
 SUMMER FLOW DISTRIBUTION 
 
LEGEND 
 
 ;ueic Ftet pea second 
 EK'STiNG LEvces 
 
 PROJECT LEVEES 
 
 TYPICAL ALTERNATIVE 
 
 DELTA WATER PROJECT 
 
 WINTER FLOW DISTRIBUTION 
 
LEGEND 
 
 EXISTING PROJECT LEVEES 
 
 4 FRESH WATER INTAKE SIPHON 
 ^ FRESH WATER INTAKE PUMPING PLANT 
 ; DRAINAGE WATER PUMPING PLANT 
 
 T AQUEDUCT 
 
 • RELIET PUMPING PLANT 
 
 STATE OF CALIFORNIA 
 
 THE RESOURCES AGENCY OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BRANCH 
 
 SINGLE PURPOSE 
 DELTA WATER PROJECT 
 
LEGEND 
 
 ruOW IN CUBIC F£ET PER SECOND 
 
 EXISTING LEVEES 
 
 THE ntsouncES »[;enct of cilifohmia 
 DEPARTMENT OF WATER RESOURCES 
 
 DELT* BRANCH 
 
 SINGLE PURPOSE 
 
 DELTA WATER PROJECT 
 
 SUMMER FLOW DISTRIBUTION 
 
 APRIL 1962 
 
PLATE 37 
 
 FLOW tN CueiC FEET PER SECOND 
 
 EXISTING LEVEES 
 
 STATE OF CAUFOHNIA 
 
 THE ncSOURCES ACENCr OF CALIFORNIA 
 
 DEPARTMENT OF WATER RESOURCES 
 
 DELTA BfiONCH 
 
 SINGLE PURPOSE 
 
 DELTA WATER PROJECT 
 
 WINTER FLOW DISTRIBUTION 
 
 APRIL 1962 
 
LEGEND 
 -EXISTING PROJECT LEVEE 
 -MASTER LEVEE 
 -WASTE CONDUIT 
 
 IH£ RESOUBCeS ACENCT Of CALIFOBNPft 
 
 DEPARTMENT OF WATER REiSOURCES 
 
 DELTA BR. 
 
 CHIPPS ISLAND 
 BARRIER PROJECT 
 
FLOW IN CUBIC FEET PER SECOND 
 
 EIiSTIMG LEVEES 
 
 — -•MM—— PROJECT LEVEES 
 
 THE DESOURCeS ACtNCY 0' C»LIFOSHia 
 DEPARTMEhfT OF WATER RESOURCES 
 
 DELTS BRANCH 
 
 CHIPPS ISLAND 
 
 BARRIER PROJECT 
 
 SUMMER FLOW DISTRIBUTION 
 
 APRIL 1962 
 1 1 "")••" ■ 
 
Flow in cubic feet per second 
 
 EXISTING LEVEES 
 
 ~ — — — — PROJECT 1.EVEES 
 
 THE ncsouncES acinc* of califobwi* 
 DEPARTMENT OF WATER RESOURCES 
 
 DELII BRUNCH 
 
 CHIPPS ISLAND 
 
 BARRIER PROJECT 
 
 WINTER FLOW DISTRIBUTION 
 
 APRIL 1962 
 
0. 
 
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 PHYSSC( LIBRARY' 
 
 I 
 
 LIBRARY, UNIVERSITY OF CALIFORNIA, DAVIS 
 
 Book Slip-Series 458 
 
PHYSICAL 
 SCIENCES 
 LIBRARY 
 
 TC^^^ 
 
 
 LIBRARY 
 
 UNIVERSITY OF CALIFORNIA 
 DAVIS 
 
 306021 
 
 3 1175 00649 3897