UKI«<' ,.«A O^v.l COPY 2 THE RESOURCES AGENCY OF CALIFORNIA Department of Wa ter Resources BULLETIN No. 80 FEASIBILITY OF ^RECLAMATION OF WATER FROM WASTES IN THE LOS ANGELES METROPOLIT/^N^AREA GROUND WATER RECHARGE BASINS UNIVERSITY OF CALIFORNIA DAVIS ^/lAY 10 19b2 L I E R A R \' EDMUND G. BROWN Governor State of California WILLIAM E. WARNE Administrator The Resources Agency of California and Director Deportment of Water Resources o z < % o CD "o c « E o c « a 1 .1 « Q. « C O ;*■ "o I d) n c stale of California THE RESOURCES AGEKCV OE CALIE0RNI4 Department oF Wa ter Resources BULLETIN No. 80 FEASIBILITY OF RECLAMATION OF WATER FROM WASTES IN THE LOS ANGELES METROPOLITAN AREA DECEMBER 1961 EDMUND G. BROWN Governor State of California ttilV" I.IHRAUy WILLIAM E. WARNE Admin/sfrafor The Resources Agency of California and Director Department of Water Resources TABLE OF CONTENTS Page LETTER OF TRANSMITTAL xi ACKNCWI£DGMENT xii ORGANIZATION, STATE DEPARTMENT OF WATER RESOURCES xiii ORGANIZATION, CALIFCH^NIA WATER COMMISSION xiv CHAPTER I. INTRODUCTION 1 Authorization 3 Related Investigations and Reports 3 Objectives of Investigation k Scope of Investigation and Report 5 Area of Investigation -. 7 CHAPTER II. PROCEDURE FOR SAMPLING AND MEASUREMENT OF WASTE WATER FLOW 13 City of Los Angeles Sewerage Systems 13 County Sanitation Districts of Los Angeles County . 15 County Sanitation Districts of Oi^nge County 17 CHAPTKR III. QUANTITATIVE MEASUREMENTS OF WASTE WATER FLOWS 21 Historical Conditions 21 Conditions Extant During Investigation 2k City of Los Angeles 25 Valley Settling Basin 29 Glendale Outfall Sewer at Partridge Avenue 30 Glendale Outfall Sewer at Mission Road 31 North Outfall Sewer 32 i Page Central Outfall Sever 32 Venice Pumping Plant 33 Hyperion Treatment Plant 3*+ Terminal Island Treatment Plant ..... 35 County Sanitation Districts of Lds Angeles County 35 Joint Outfall "B" 36 South Whittier Outfall 36 Joint Outfall "G" 37 Joint Outfall "E" 37 Coxonty Sanitation Districts of Orange County 38 Plant No. 1 38 Plant No. 2 39 Minor Discharges 39 City of Seal Beach kO Sunset Beach Sanitary District kO Los Alamitos Naval Air Station ..... kO United States Naval Ammunition and Net Depot kO Estimated Future Quantity of Waste Water Discharged to Ocean . . kl CHAPTER rv. MINERAL QUALITY OF WASTE WATER FLOWS ^5 Factors Affecting Mineral Quality of Waste Waters h6 Mineral Quality of Water Supplies ^7 Local Water hj Mono and (Vens Basins Water h& Colorado River Water hQ Mineral Pickup Resulting from Domestic and Industrial Use and Infiltration Waters 51 11 Page Other Factors Affecting Quality of Waste Waters 53 Waste Water Quality Criteria for Reclamation 55 Irrigated Agriculture Water Quality Criteria 55 Industrial Water Quality Criteria 58 Municipal and Domestic Water Quality Criteria 58 Classification of Waste Water for Reclamation Purposes ... 62 Field Survey of Waste Water Quality 63 City of Lds Angeles 6k Valley Settling Basin 65 Glendale Outfall Sewer at Partridge Avenue 7I Glendale Outfall Sewer at Mission Road 72 North Outfall Sewer ■ . . jk Central Outfall Sewer 75 Venice Pumping Plant 76 Hyperion Treatment Plant 77 Terminal Island 79 County Sanitation Districts of Los Angeles County 80 Joint Outfall "B" 81 South Whittier Outfall 83 Joint Outfall "G" 8k Joint Outfall "E" 85 County Sanitation Districts of Orange County 86 Plant No. 1 88 Plant No. 2 89 iii Page Minor Flows 90 City of Seal Beach 90 Sunset Beach Sanitary District 91 Los Alamitos Naval Air Station 91 United States Naval Ammunition and Net Depot 91 Summary of Mineral Quality of Waste Waters 91 Future Mineral Quality of Waste Water 92 CHAPTER V. POSSIBLE BENEFICIAL USES OF RECLAIMED WATER 99 Industrial Use 100 Agricultural Use 102 Use for Recreational Facilities 10^4- Ground Water Basin Recharge 105 Possible Pollution of Receiving Ground Water 106 Availability of Spreading Grounds IO9 Recharging Capacities of Spreading Grounds . . 110 Storage Capacities of Ground Water Basins Ill Salt Balance 112 Repulsion of Sea-Water Intrusion 113 Legal Considerations II6 CHAPTER VI. PLANS FOR RECLAMATION OF WATER 119 Basic Concepts and Assumptions 119 Aesthetic Considerations . 120 Reclamation Process 121 iv Page Treatment Necessary for Water Reclamation 122 Cost of Water Reclamation Plants 122 Demineralization 12U Design Considerations 126 Detailed Reclamation Proposals 127 Hyperion Reclamation Plant 128 Vernon 130 Torrance and El Segundo I3I Recharge of West Coast Basin 131 Whittier Narrows Reclamation Plant I32 South Whittier Outfall 135 Valley Reclamation Plant I36 Talbert Water District 137 Comparative Costs of Supplemental Water 137 CHAPTER VII. CHANGES IN SEWERAGE SYSTEMS AND RELATED DEVELOPMENTS SINCE 1955 1^1 City of Los Angeles 1^4-1 San Femando-Ia Cienega Relief Sewer, Valley Settling Basin, and Glendale Outfall Sewer lUl North Central Outfall Sewer li<-2 Hyperion Treatment Plant 1^3 County Sanitation Districts of Los Angeles County lU4 Sewerage Facilities ihh Whittier Narrows Reclamation Plant 1^5 County Sanitation Districts of Orange County ihG Page CHAPTER VIII. SUMMARY OF FINDINGS AND CONCLUSIONS 1^9 Summary of Findings l'+9 Conclusions 15^*- TABIES Table No . Page 1 Historical Discharge of Waste Water to the Ocean from the Los Angeles Metropolitan Area 22 2 Ocean Discharge of Waste Water from Ids Angeles Metropolitan Area During Fiscal Years 195^-55 and 1959-60 26 3 Flows at Sampling Stations in the los Angeles Metropolitan Area in 1955 27 k Mineral Analysis of Water from the Los Angeles Aqueduct During 195^-55 ^9 5 Mineral Analyses of Colorado River Water Delivered to the Los Angeles Metropolitan Area During 195i^-55 50 6 Mineral Analyses of Colorado River Water Delivered to the Los Angeles Metropolitan Area from 19^+5 through i960 51 7 Normal Range of Mineral Pickup in Domestic Sewage 52 8 Limits of Mineral Concentrations, Riysical Properties, and Bacterial Quality of Water for Various Industrial Uses 60 9 Classification of the Mineral Quality of Sewage for Reclamation Purposes 62 10 Classification of the Sanitary Quality of Sewage 63 11 Summary of Sanitary and Mineral Analyses of Daily Composite Samples from the City of Los Angeles Sewerage System 66 vi TABI£S Table No . Pstge 12 Improvement of Mineral Quality of Hyperion Treatment Plant Influent by Excluding Flow from the Venice Sewer 79 13 Summary of Sanitary and Mineral Analyses of Daily Samples from the County Sanitation Districts of Los Angeles County Sewerage System 82 ik Summary of Analyses of Daily Composite Samples from the County Sanitation Districts of Orange County Sewerage System .... 87 15 Summary of Mineral Quality of Waste Water at Selected Sampling Stations in the Los Angeles Area Sewerage Systems 9k 16 Comparison of Selected Mineral Constituents of Waste Water at Sampling Stations with United States Public Health Service Drinking Water Standards, 19^6 • . . 96 17 Estimated Mean Seasonal Water Requirements for Possible Uses of Reclaimed Water in the Los Angeles Metropolitsji Area 100 18 Estimated Infiltration Capacity of Spreading Grounds and Usable Storage Capacity of Ground Water Basins in the Los Angeles Metropolitan Area Ill 19 Average Operating Data of Major Activated Sludge Plants of the Sanitary Districts of Chicago, Illinois 123 20 Summary of Estimated Costs and Yields of Reclamation at Whittier Narrows 135 21 Economic Comparison of Potential Water Reclamation Projects in the Los Angeles Metropolitan Area 139 vii PLATES Plate No. 1 Location of Area of Investigation 2 Major Sewerage Facilities in Los Angeles Metropolitan Area, 1955 3 Historical Discharge of Sevage and Industrial Waste to the Ocean from the Los Angeles Metropolitan Area h Schematic Diagram of Qusintity and Mineral Quality of Se'vra.ge Flow for Major Sewage Disposal Systems Dis- charging to the Ocean 195^-55 5 Monthly Discharge of Sewage from the Los Angeles Metro- politan Area July 195^+ through June I960 6 Variations in Chloride Concentrations, Electrical Conductivity, and Flow for Period June 17 through June 23, 1955j Valley Settling Basin, Los Angeles City Sewerage System 7 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period June 17 through June 23, 1955, Glendale Outfall Sewer at Partridge Avenue, Los Angeles City Seweraige System 8 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period June 17 through June 23, 1955, Glendale Outfall Sewer at Fourth Street and Mission Road, Los Angeles City Sewerage System 9 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period June 2k through June 30, 1955, North Outfall Sewer, at Manhole No. 1, Los Angeles City Sewerage System 10 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period June 2k through June 30, 1955, Central Outfall Sewer Near Florence Avenue and Ash Avenue, Los Angeles City Sewerage System 11 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period June 2k through June 30> 1955j Venice Pumping Plant Influent, Los Angeles City Sewerage System vili PLATES Plate No. 12 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period June 2k through June 30, 1955, Hyperion Sewage Treatment Plant, Los Angeles City Sewerage System 13 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period June 2k through June 30, 1955, Terminal Island Treatment Plant Effluent, Los Angeles City Sewerage System ih Hydrograph of Sewage Flow from December 5, 1955, to December 12, I955 - County Sanitation Districts of Los Angeles County 15 Variations in Chloride Concentration, Electrical Conductivity, and Flow for Period Inarch 20 through March 26, 1955, Plant No. 1 Effluent, County Sanitation Districts of Orange County 16 Quality of Water Supplied to Sewered Areas in Los Angeles Metropolitan Area, 1955 17 Mineral Analyses of Sewage Samples from Selected Stations, City of Los Angeles System - Jione I955 18 Mineral Analyses of Sewage Samples from Selected Stations, County Sanitation Districts of Los Angeles County - December I955 19 Mineral Analyses of Samples of Effluent from Plant No. 1 County Sanitation Districts of Orajige County March 1955 20 Estimated Costs of Water Reclamation Plants 21 Location of Potential Water Reclajnation Plants, Conveyance Systems, and Service Areas 22 Estimated Cost of V/ater Reclaimed from Potential Projects in the Los Angeles Metropolitan Area ix APPENDIXES Page A. Bibliography A-1 B. Exeunples of Waste Water Reclamation Projects B-1 C. Definitions C-1 D. Detailed Cost Estimates D-1 E. Detailed Mineral and Sanitary Analyses (Printed under sepeurate cover) ILIU3TRATI0NS Page Los Angeles Metropolitan Area Frontispiece Hyperion Treatment Plant xri Saiqpling Sevage at a Manhole 12 Water Stage Recorder in Manhole 20 AneLIyzing Waste Water kk San Gabriel Spreading Grounds 98 Construction of a Trickling Filter and Chlorination Fax:ilities at the County Sanitation Districts of Orange County Plant No. 2 II8 Laying a Pipeline for a Growing Community lUO Vicinity Map ikQ EDMUND G. BROWN WIUIAM E. WARNE WllUAM E. WARNE "i^.'H^f^^t' ^ti^'^iUliVToS^C, ^TV' '!r '° Director of P. O. Box 388 Water Resources .i^^^S^ Sacramonto 2, Calif. JAMES F. WRIGHT Chief Deputy Director B. ABBOn GOLDBERG eputy Director — Contracts REGINALD C. PRICE Deputy Director — Policy Chief Engineer ALFRED R. GOizE THE RESOURCES AGENCY OF CALIFORNIA DEPARTMENT OF WATER RESOURCES 1120 N STREET, SACRAMENTO January 12, 1962 Honorable Edmund G. Brown, Governor, and Members of the Legislature of the State of California Gentlemen : I have the honor to transmit herewith Bulletin No. 80 entitled, "Feasibility of Reclamation of Water from Wastes in the Los Angeles Metropolitan Area" . The investigation described in this report was con- ducted in accordance with Section 23O of the Water Code, which provides that the reclamation of water from sewage and industrial waste shall be investigated by the Department of Water Resources. Fundajnental ideas on waste water reclamation and statistics on potentially reclaimable ocean discharges of sewage and industrial waste in the Los Angeles Metropolitan Area were presented in three progress reports published in December 1952, June 195^, and January 1958* This report concludes that about kO percent of the sewage now wasted to the ocean from the Los Angeles area could be economically re- claimed for beneficial purposes. The remainder of the sewage is of such poor mineral quality that economic reclamation is not feasible. Planned reclamation of water in the Los Angeles Metropolitan Area can be accom- plished at costs compatrable to, or less than, the costs of present and future supplies imported to the area. The use of water so reclaimed for ground water recharge and certain industrial purposes would conserve high quality local and imported water for domestic supplies. Sincerely yours. ^^'^^^^ Director ACKNOWLEDGMENT The detailed sampling and flow measurement programs, which provided a major portion of the basic data utilized in this report, were made possible only by the extensive cooperation of the City of Los Angeles, County Sanitation Districts of Los Angeles County, and County Sanitation Districts of Orange County. Many man-hours were expended by each of these agencies during the sampling of their respective sewerage systems. These agencies also contributed much basic data from their files and provided counsel and advice throughout the course of the in- vestigation. These contributions are gratefully acknowledged. The contributions of many other public agencies, private organizations, and individuals in providing data are acknowledged with appreciation. Particular recognition is due to the following: State Department of Public Health, Bureau of Sanitary Engineering Los Angeles County Engineer Los Angeles County Flood Control District Los Angeles Regional Water Pollution Control Board Santa Ana Regional Water Pollution Control Board Mr. C. R. Browning, Consulting Engineer for Talbert Water District Many of the analyses reported herein were made by Pacific Chemical Consultants and by the State Department of Public Health, Divi- sion of Laboratories, under contractual agreement with the Division of Water Resources. xii STATE OF CALIFORNIA TRii: RESOURCES AGENCY OF CALIFORNIA DEPARU'lENT OF WATER RESOURCES EDMUND G. iiiO..::, Governor WILLIAM E. WARNE, Administrator, The Resources Agency of California and Director, Department of Water Resources ALFRED R. GOLZE, Chief Engineer JOHN R. TEERIWK, Assistant Chief Engineer SOUTHERN DISTRICT Herbert A. Howlett District Engineer Lloyd C. Fowler Chief, Planning Branch This investigation vas conducted and report prepared under the direction of David B. Willets Supervising Engineer, Water Resources ty Claude W. Hewitt Associate Hydraulic Engineer Arnold F. Nicolaus Associate Engineer, Water Resources Vfelter L. Terry Associate Engineer, Water Resources Edwin N. Seward Assistant Civil Engineer assisted by Donald R. Washington Assistant Hydraulic Engineer Allan D. Joy Assistant Civil Engineer Sam I. Gershon Assistant Civil Engineer George F. Reeve Civil Engineering Technician xiii ORGANIZATION CALIFORNIA WATER COMMISSION Ralph M- Brody, Chairman John W. Bryant John P. Bunker Ira J. Chrisman George C. Fleharty William H. Jennings John J. King Samuel B. Morris Marion R. Walker William M. Carah Executive Secretary George B. Gleason Principal Engineer xiv ■ i» Hyperion Treatment Plant "The City of Los Angeles operates two main sewerage systems. The larger system drains ... to Hyperion Treatment Plant . . CHAPTER I. INTRODUCTION Continuing development of the Los Angeles ^fet^opolitan Area has created a demand for water which for many years has exceeded the safe yield from local water supplies. Because local water supplies are primarily derived from groxmd water, most of the ground water basins in the area are overdrawn and the ground water table has been lowered to the extent that sea water is intruding certain of the major aquifers and threatening others. The importajice of these ground water supplies may be realized when one con- siders that over 50 percent of the total water supply of the Los Angeles Metropolitan Area is obtained from grovuid water. Two major projects to import additional water to the Los Angeles Jfetropolitan Area to augment the natural supply have been completed. These projects are the Los Angeles Aqueduct, constructed by the City of Los Angeles to in^jort water from the Mono and Owens Basins, and the Colorado River Aqueduct, constructed by The Metropolitan Water District of Southern California to import water from the Colorado River. During fiscal year 1959-60 these imported water supplies provided kQ percent of the water requirements of the City of Los Angeles and The Metropolitan Water District within the Los Angeles Metropolitan Area. During the past 10 years the State Department of Water Resources has completed the formulation of the California Water Plan and its first unit, the Feather River and Delta Diversion Projects. The California Legislature has adopted the California Water Plaji as the master plan for continuing development and has authorized the Feather River and Delta Diversion Projects for construction, with some work on the projects already in progress. This planning envisions importing to the Southern California Area large quantities of surplus Northern California water to meet the anticipated continuing growth of water demands in that area. During the course of this recent planning, the question frequently arose regarding the degree to which increasing water requirements of the Los Angeles Metropolitan Area could be siipplied by reclamation and re-use of waste waters presently being discharged to the ocean through outfall sewers. Therefore, the department has conducted this investigation for the purpose of identifying locations in the Los Angeles Metropolitan Area where waste water supplies are and will be available and the qiiemtity euid quality of these supplies . Finally, studies were conducted of the engineering feasibility of plans for reclamation of these waste waters and preliminary estimates were made of the capital and annual costs of the reclamation projects studied to evaluate unit water costs for coii5)arison with costs of water from other sources. The major portion of the data for this investigation was con5)iled during 1955 and 1956. During the interval 1956 to i960 a number of changes and additions to sewerage systems were conipleted. For this reason spot checks were made in I96O to ascertain whether any radical changes in quality or quantity of waste water flows had occurred which might bear on the practicability of the reclamation plans discussed herein. Results of these spot checks are reported where appropriate in this report. It appears that the plans discussed herein are generally applicable to current waste disposal conditions, subject only to minor modifications of design flows. This report contains a description of the methods and procedures followed in the investigation and of the findings of the studies of waste water reclamation pleuis for the Los Angeles Metropolitan Area. The material presented is intended for the use of responsible local agencies or indi . iaal concerns who may find an application to their specific water operations in one of the plans presented or some modification thereof. Authorization Investigations of the reclamation of water from sewage and in- dustrial waste are authorized by Section 230 of the California State Water Code, quoted as follows: "230. The department, either independently or in cooperation with any person or any county. State, Federal or other agency, to the extent funds are allocated therefor, shall conduct surveys and investigations relating to the reclamation of water from sewage or industrial waste for beneficial purposes, including but not limited to the determination of quantities of such water presently wasted, and possibilities of use of such water for recharge of underground storage or for agricultural or industrial uses...." This investigation was conducted and report prepared pursuant to the foregoing authorization. Related Investigations and Reports Many reports pertaining to the subject of sewage reclamation have been published. In addition, considerable data were obtained in un- published form from the City of Los Angeles, the County Sanitation Districts of Los Angeles County and of Orange County, the los Angeles County Flood Control District, and the Ids Angeles and the Santa Ana Regional Water Pollution Control Boards. Published reports of major investigations con- ducted within the Lds Angeles Metropolitan Area are: Arnold, C. E., Hedger, H. E., and Rawn, A M "Report Upon the Reclamation of Water from Sewage and Industrial Wastes in Lds Angeles County, California". April, 19^9. County Sanitation Districts of Orange County, California. "First Annual Report". June 30, 1955* Goudey, R. F. "Sewage Reclamation Plant for Los Angeles". Western Construction News. October 25, 1930- Hedger, H. E., and Rawn, A M "A Report Upon the Potential Reclamation of Sewage Now Wasting to the Ocean in Los Angeles County". November, 1958- Jordan, L. W., and van der Goot, H. A. "Sewage Reclamation Spreading Test Adjacent to Azusa Sewage Treatment Plant". Los Angeles County Flood Control District. December, 1950. Appendix A is a bibliography of reports and memoranda utilized in preparation of this report. References to the reports listed in the bibliography are designated in the text by arabic numerals in parentheses. A brief summary of reclamation projects constructed and operated in the United States is presented in Appendix B. This summary was prepared from reports listed in Appendix A, and other data available in the files of this department and cooperating agencies. Definitions of certain words or terms used in this report are contained in /^pendix C. Objectives of Investigation It was assumed for purposes of this investigation that reports by this department and other agencies demonstrate the necessity of pro- viding additional water supplies for the Los Angeles Metropolitan Area. The objectives of this investigation and report are therefore to discover: 1. The quantity and quality of water which can be reclaimed from waste water discharged to the ocean from the Los Angeles Metropolitan Area. 2. The costs of reclaimed water compared to imported supplies now in use or anticipated, including costs of transportation to places of use. -4- 3. The possible general types of use to which reclaimed waters might be put without specific identification of the locations where the use would be accomplished. Scope of Investigation and Report This investigation included the determination of the qiiality and quantity of waste water supplies available at selected locations within the sewerage systems serving the Los Angeles Metropolitan Area. An extensive S8ui5)ling program was undertaken at selected points within the sewerage systems of the City of Los Angeles during June 1955> and the County Sani- tation Districts of Los Angeles County, during December 1955> in cooperation with those agencies for the purpose of determining the quantity and mineral qusility of waste water available at these locations. Data on bacteriological characteristics were also completed and reported. A similar but less ex- tensive sampling program was conducted during March 1955 within the sewerage system of the County Sanitation Districts of Orange County. Because of the detailed nature of the sampling program. Chapter II of this report is devoted to a description of the methods and procedures employed. Chapter III presents the results of determination of the quantity of waste water flows at selected stations throughout the systems studied, and Chapter IV presents results of determinations of the mineral and sanitary quality of the waste water flows at these locations. As previously mentioned, the necessity of providing supplemental water to meet the water requirements of the Southern California Area has been discussed in detail, and firmly established in reports of this depart- ment and other agencies. Consequently, a detailed discussion of water supply and requirements is not presented in this report. However, potentisd markets for, and beneficial uses of, reclaimed water were sxirveyed during the investigation to determine the types of water utilizing installations which might make use of reclaimed water eind ascertain the order of magnitude of such markets. Since it was impossible to identify specific industries or other water using installations which woiild make use of the reclaimed water, data were developed on the veirious categories of water using oper- ations to which recleilmed water would be applicable. Based \ipon this in- formation, it was possible to develop plans for reclamation projects which would make water available for such uses. Special attention was given to the possibilities for use of reclaimed water for ground water recharge operations because of the already demonstrated applicability of waste water reclarnation to this type of operation as evidenced by smaller scale pro- grams of this nature presently in effect in many areas. Chapter V contains the resvilts of these studies of potential meirkets for reclaimed water. Plans were formulated to demonstrate the feasibility of con- struction of reclamation plants and appurtenant facilities required to divert sewage flows at selected points within the sewerage systems of the City of Los Angeles and the County Sanitation Districts of Los Angeles County, treat the water as required, and deliver the reclaimed water to the places of proposed use. Preliminary designs of these facilities were pre- pared to the degree of detail necessary to make adequate estimates of construction and operation costs. Sites for reclamation plants were examined in the field to ascertain their general suitability for the pvir- poses intended. Alignments of conveyance facilities were generally located along streets and these lines were traveled in the field to ascertain major construction problems, such as stream and highway crossings, and inter- ference with existing facilities. Layouts for cost estimating purposes were made on United States Geological Survey quadrangles. -6- Capital costs were estimated from unit price data available from construction bids for similar facilities employing price levels of September 19^0. Annual costs were estimated, including recovery of capi- tal costs vrith interest, and operation, maintenance and replacement estimated from operating experience for similar insteillations. From estimated annual costs, unit costs of water were computed for the various plans and comparisons made with current and anticipated costs of water from other available sources. Chapter VI contains the information developed on the various potential reclamation plans and detailed cost estimates are contained in Appendix D. The plans presented in Chapter VI were prepared from data col- lected in 1955 and 1956. Since that time certain changes have occurred which generally are favorable to the plans formulated. Changes considered significant and pertinent are discussed in Chapter VII. Chapter VIII of this report contains a summary of findings reached in the investigation sind conclusions drawn therefrom. There are attached to this report 22 plates which illustrate and supplement the textual material presented. Area of Investigation The area to which this investigation was devoted is that gener- ally referred to as the Los Angeles Metropolitan Area. Because of the nature of the study, primarily dealing with waste water discharges and their re-use, the actual areal coverage included localities where waste water flows are, or could be, collected and discharged to outfalls and to adjacent areas where use could be made of reclaimed water. -7- The area studied as shown on Plate 1, entitled "Location of Area of Investigation", and in more detail on Plate 2, entitled "Major Sewerage Facilities in Los Angeles Metropolitan Area, 1955"> comprises about 1,820 square miles, consisting of the City of Los Angeles and neighboring cities and county areas from Santa Monica to Newport Beach. It includes the drainage basins of the Los Angeles and San Gabriel Rivers and Balloba Creek and their tributaries south of the Angeles National Forest boundary, except where city boundaries extend north of the national forest, in which cases the limit of the area is the northerly bovuidaries of the cities. The area also includes the Orange County portion of the Santa Ana River drainage basin downstream from the Santa Ana Narrows. Along the coast line, it includes the areas directly tributary to the Pacific Ocean from the drainage basin of Topanga Canyon on the north, to Pelican Point two miles south of the entrance to Newport Bay on the south. It will be noted that waste water flows from Claremont Heights, Live Oak, Pomona, and Spadra ground water basins located along the eastern border of Los Angeles County enter the Los Angeles Coxmty Sanitation Districts system, although they are shown outside the area of investigation. No specific studies were made for these areas in this investigation since it is planned to include them in a sub- sequent investigation in the Upper Saiata Ana Valley. The Los Angeles Metropolitan Area has experienced phenomenal growth during the past 60 years . The population has increased from about 190,000 in 1900, to over 6,400,000 in I96O. This increase in population brought about rapid urban development, and u reduction in the area devoted to agriculture. A natural result of the increased urbanization was a parallel increase in water demand and production of waste waters. The .8- disposal problems of domestic and industrieil waste waters led to installa- tion of extensive sewerage systems to serve the urban areas. Agencies responsible for waste water disposal within the area have found that the most convenient sind economical method of disposal is to discharge it to the ocean through large outfall sewers. Thus, more than 99 percent of the waste water discharged to the ocean from the Los Angeles Metropolitan Area is derived from four major sewerage systems. Two of these sewerage systems are owned and operated by the City of Los Angeles, and the remaining two by the County Sanitation Districts of Los Angeles County and the County Sanitation Districts of Orange County. The locations of the major sewerage facilities operated by these three agen- cies in 1955 are shown on Plate 2. The City of Los Angeles operates two main sewerage systems. The larger system drains the city's area in the San Fernando Valley and northern portions of the Los Angeles County Coastal Plain discharging to trunk sewers leading to Hyperion Treatment Plant which in 1955 was equipped with a marine outfall discharging to Santa Monica Bay. Chapter VII des- cribes plant Improvements completed since 1955* A smaller system drains the Wilmington-San Pedro Harbor area and discharges to the Terminal Island Treatment Plant and marine outfall. The sewerage system of the County Sanitation Districts of Los Angeles County drains the Upper San Gabriel Valley and the southerly portions of the Los Angeles Coastal Plain discharging to the Joint Disposal Plant located neeir Lomita, which in turn discharges through the Whites Point tunnels and two oceaji outfalls westerly of San Pedro Bay. -9- The sewerage system of the County Sanitation Districts of Orainge County drains primarily the coastal plain areas of Orange County discharg- ing through Plants No. 1 and No. 2 to an ocean outfall between Huntington Beach and Newport Bay. More detailed discussions of the foregoing sewerage facilities are contained in subsequent chapters of this report. -10- Sampling Sewage at a Manhole " .... sampling stations were selected, and grab samples were collected from each station . . . . " CHAPTER II. PROCEDURE FOR SAMPLING AND MEASLTREMEOT OF WASTE WATER FLOW Cooperation and assistance in conducting the detailed sampling and flow measurement program for the sewerage systems in the Los Angeles Metropolitan Area vrere obtained from each of the three public agencies operating principal sewerage systems. These agencies are the City of Los Angeles, the County Sanitation Districts of Los Angeles County, and the County Sanitation Districts of Orange County. Separate sampling and flow measurement programs were completed for systems of each of these agencies and the procedures used in conducting the programs are described in this chapter. City of Los Angeles Sewerage Systems The sampling and flow measurement program for the two City of Los Angeles systems extended over a two week period from June 17 through June 30, 1955, during which time samples and flow measurements were ob- tained from treatment plants and sampling stations at the locations shown on Plate 2. During the first week of the program, June I7 through June 23, samples and flow measurements were obtained from five stations, three at manholes along the Glendale Outfall Sewer at Partridge Avenue, at Fourth Street and Mission Road, and at Eighth Street and Mission Road, and one each at the influent to and effluent from the Valley Settling Basin. During the second week of the program, samples and flow measure- ments were obtained from eight stations. These stations were at Manhole No. 1 and Manhole No. 15 on the North Outfall Sewer, the Central Outfall Sewer near Florence Avenue and Ash Avenue, the Venice Pumping Plant, the -13- influent to and effluent from the primary clarif iers and effluent from the secondary clarifiers at Hyperion Treatment Plant, and effluent from the Terminal Island Treatment Plant. The procedure followed in conducting the program was essentially the ssime during each of the two weeks, except that during the first week samples were analyzed at temporary departmental laboratory facilities established at the Valley Treatment Plant, and during the second week temporary laboratory facilities were established at the Hyperion Treatment Plant. However, it was found desirable to modify the program at certain of the stations as noted in the following discussions. City of Los Angeles personnel, operating on three shifts, col- lected hourly grab samples from the aforenamed stations at the trunk sewers, treatment plants, and pumping plants for seven days straight. Flow measurements were made and temperature of samples recorded at the time of sampling. Samples were delivered to the temporary departmental laboratory facilities at the end of each eight-hour shift, and conductivity and chloride concentration of each sample were determined and recorded. Complete mineral analysis was made of each sample showing highest conduc- tivity and/or chloride concentration for each day, A daily composite was made from the 2k hourly grab samples composited in proportion to the flow. A weekly composite was made from the daily composites. The daily composite samples were subjected to complete mineral analysis, as vrell as determinations of settleable and suspended solids, fixed volatile solids, orthophosphate, and ammonia. Weekly composite samples were subjected to both a complete minersJL analysis and a trace metal analysis. -Ik- On selected days, hourly grab samples were taken for phenol determinations. During another selected period, sanrples were taken every six hours for two days for biochemical oxygen demand determination at sampling points on trunk sewers. These samples were iced Immediately and delivered to the State Department of Public Health laboratory for analysis. During periods when the Valley Settling Basin was in operation, samples and flow measurements were obtained at influent and effluent points. Samples and flow measurements were first obtained from the station at Manhole No. 15 during an eight hour period on June 30, 1955; however, turbulence made flow measurements unreliable at that station, and the remainder of the measurements were made at Manhole No. 1 on the North Out- fall Sewer. Samples and flow measurements were obtained at four-hour intervals throughout each 2h hour day for a period of one week at the Venice Pumping Plant. At the Terminal Island Treatment Plant, however, samples and flow measurements were obtained only during the period from 8 a.m. till 11 a.m. each day for a week. This latter routine was found to produce sufficiently valid data for the purposes of studying this plsint. County Sanitation Districts of Los Angeles County The sewerage system of the County Sanitation Districts of Los Angeles County receives a relatively larger proportion of mineralized industrial waste discharges than the sewerage system of the City of Los Angeles. Because of this, and because of the resulting high seilinity of the total discharge to the Joint Disposal Plant, additional preliminary obseirvations were made at various points on this sewerage system prior to initiating the week-long sampling program. Major waste discharges and -15- chloride concentrations in the three main systems entering the Joint Disposal Plant were obtained from the districts. On the basis of these data, 19 tentative sampling stations were selected, and grab samples col- lected from each station were analyzed for chloride concentration and electrical conductivity. Estimates of average daily flow were obtained, and the suitability of the stations was discussed with personnel of the County Sanitation Districts of Los Angeles County. On the basis of this information, four sampling stations, located as shown on Plate 2, were chosen for the sampling and flow measurement prograjn which was conducted during the week of December 5 through December 12, 1955- Continuous sampling devices were installed by person- nel of the County Sanitation Districts to obtain composite daily samples, and continuous water stage recorders were installed upstream of each station to obtain simultaneous continuous depth of flow measurements. Two or more grab samples were collected by County Sanitation Districts personnel each day of the sampling period from each station, one during low flows, one during high flows, and others at irregular intervals. Daily samples from the continuous sainplers were collected at the same time as the high flow grab samples by the County Sanitation Districts personnel. Two grab samples for biochemical oxygen demand determinations, one during low flows and the other during high flows; and three grab samples for phenol determinations, one during low flows euid two during high flows were collected at selected times from each station by Department of Water Resources personnel. Temporary laboratory space was provided for department personnel at the Joint Disposal Plant to run partial mineral analyses on the grab -16- and continuous samples, prepare composite samples from the grab samples, and analyze the samples collected for phenol determination. Each grab sample was analyzed for electrical conductivity, chloride concentration, and pH- The grab samples were then composited in proportion to flow to obtain a daily sample from each station to be analyzed for settleable and suspended solids. These daily composite samples were in turn composited to obtain a weekly sample from each sta- tion which was subjected to a spectrographic estimate for selected metals, and also given a complete mineral analysis plus an analysis for silica, total nitrogen, nitrite nitrogen, orthophosphate, and total and fixed dissolved solids. The daily samples from the continuous sampling devices at each station were analyzed for electrical conductivity, chloride concentration, and pH at the temporary laboratory, and later subjected to a complete mineral analysis plus an analysis for silica, total nitrogen, nitrite nitrogen, orthophosphate, total and fixed dissolved solids, suspended solids, and settleable solids. The daily samples from the continuous sampling devices were composited in proportion to flow to obtain a weekly sample from each station for analysis for trace metals. The special grab samples for biochemical oxygen demand deter- mination were iced immediately after collection and delivered to the State Department of Public Health laboratory for analysis. County Sanitation Districts of Orange County The County Sanitation Districts of Orange County provide sewerage facilities for most of the incorporated cities in Orange County. The districts operate two primary sewage treatment plants which discharge -17- to the same marine outfall. During the period from March 20 through March 26, 1955> a detailed sampling and flow measurement program was car- ried out at both treatment plants. A large portion of the total flow through the districts' system consists of brine discharged from oil field operations in northern Orange County. The system is so designed that these brines can be diverted to trunk lines which bypass Plant No. 1 and go directly to Plajit No. 2. Flow in the trunk lines was routed by the county agency so that only domestic sewage with limited amounts of industrial wastes entered Plant No. 1 during the week of March 20 through March 26, 1955* Grab samples were taken of the effluent of Plant No. 1 every two hours for seven consecutive days. Chloride and conductivity deter- minations were made on each grab sample, and daily composites of these samples were prepared. The sample or samples showing the highest conduc- tivity and/or chloride concentrations were saved for complete analyses. In addition, daily composite samples of the effluent from Plant No. 1 were collected by a continuous sampler which automatically composited the sample in proportion to flow. Weekly composite samples were prepared from both the daily samples obtained from the continuous sampler and from the daily composite samples obtained from the bihourly grab samples. Grab samples of the effluent from Plant No. 1 were collected eveiy two hours for the three-day period March 20 through March 22, 1955, for determination of phenol concentrations. The samples were combined to produce a composite sample for each day prior to analysis. At Plant No. 2, daily composite samples of the effluent were obtained by compositing bihourly grab sainples in proportion to flow. -18- Individual grab samples were not analyzed. Weekly composite samples, also combined in proportion to the flow, were prepared from the daily composite samples. All saimples at both plants were collected by Sanitation Districts personnel. Conductivity and chloride determinations were made jointly by department personnel and the County Sanitation Districts chemist. Complete mineral analyses were made by departmental personnel of the daily and weekly composite samples from both plants, and of grab •samples taken at Plant No. 1 showing highest conductivity and/or chloride concentration for any one day. These analyses included determination of orthophosphate and total and fixed dissolved solids. Weekly composite samples were also examined for trace metals. -19- Water Stage Recorder in Manhole "Water stage recorders were installed at each of the sampling stations ...." CHAPTER III. QUANTITATIVE MEASUREMENTS OF WASTE WATER FLOWS Measurements of the quantity of waste vater flowing past the sampling stations discussed in the preceding chapter were made to provide a tasis for estimating the quantity of waste water which would be available for possible diversion, treatment, and re-use at various points throughout the four sewerage systems belonging to the City of Los Angeles, the County Sanitation Districts of Los Angeles County, and the Coiinty Sanitation Districts of Orange County. The 19 stations selected for sampling and flow meastirement are described in detail in this chapter and results of flow measurements are reported. Historical Conditions The Los Angeles Metropolitan Area has experienced extensive growth of urban areas, resulting in extension of sewerage facilities and the abandonment of land disposal practices, rapidly increasing the discharge of waste water to ocean outfalls. Annual discharge of waste water to the ocean from the Metropolitan Area for the 36-year period 192^-25 through 1959-60 by the three agencies operating major sewerage systems is presented in Table 1 and graphically depicted on Plate 3> entitled "Historical Discharge of Sewage and Industrial Waste to the Ocean from the Los Angeles Metropolitan Area". The total discharge has increased nearly 6OO percent during the 36-year period. From 1939-UO to 1959-60 the flow from the City of Los Angeles sewerage systems increased about 95 percent, while the flow from the County Sanitation Districts of Los Angeles County sewerage system increased about SUO percent. The latter large increase in flow is more attributable to extension of the district's sewerage system than an increase in population density. -21- § g -p a; ^^ ^ 0) 0) W O 3 P< ta E 1 +5 lU -H -H U o i: o o B-l -P C C 01 -H M >H ca ft c o •H fn ■P i O d O -P 10 -p C CO (0 •H CO 3 0) D d 40 O O -H Crt O U 0) O fw dJ 0) O >^ -P W) >-. M +3 (0 g^ ft 5^ a -H cd O O fl u cd C >5 O -P •H d +» "iH S cd o o 4J o •H CO C -P CO Sua) (6 -M r-{ U (U >j-P M -p CO c §S^ O CO " 3 rH Cd 73 c: a CO •H cd 0) E H H U to OJ 01 M EH CO ^ Ch O c O >v •H 4J fn •H d) O S X C MO o Sm to -H cd tJ (U -1 J- J- J- ^ J- J- On C3\ H -22- -p (U & u V M (U C M •H CS ([> o -P U ji -H cd 0) •P H fn > p 0) 0) w u d P( w d O ft O 0) to n) CO rH 0) (U Ph >5 5^ •H -H to o o O -P c d Eh 5 to ^ o -p to C! OJ to •H IQ 3 o (U a -p O (D -H a o O t3 o Cj iH 01 c ^( a> u i) >i -P g^ftg, -P W B^ cS -d O ctJ o d >i o 4-> •H c 4J tH d C!) o o -P u •H to c! ■P to oi o (u CO •H ^ ^1 (D >J -p M 1 •S^ o o to o 5 rH td -d d d •H CtJ to a rH 0) Jh to .H = •H -P u •H d) O C O ^^ W •H n) t3 VO VO CO rH o o o o o o o o o o o o o o o •s »\ •s •n »s OJ t- t^VO J- OJ ro Lf\M3 CO H r-{ r-i r-i H O O O O O O O O O O O O O O O ♦\ •^ •v ►v *\ rH OO^ CT\ J- O O H fiOVO OJ CM CVJ (^J CM O O O O O o o o o o MD ^ O 0O-4- o o o o o O O O Q O ■ ■ " *i ON OJ J- VO CO i o o o o o O O O Q Q CO CO CO OS 0\ VOVOC— NOVO VOLTWOl^VO NONOMDNONO ITN VO C~-CO 0\ J- J- ON O H OJ rO-4- LPv LTN LTN UN tCN I ON -d- ON LTNNO t^CO ON LTN LTN LTN LTN l/N I J- ir\ CJN H O O PO o" NO o o o ON CO CM O o OJ o o o o o o o o o o t^ OONO rH L/N o o o o o O OJ O NO ON o o o o o CM CO O -^ CM O 00 O C3N ro CM r~-co c:n rH OJ rH rH r^ OJ OJ r^t— NO ^- t— rH CM J- U^NO CM OJ CM OJ OJ on CJN C— ON ro C— C^CO On C3N OJ OJ CM CM OJ OJ o NO I ON LTN CTN -?3- Conditions Extant During Investigation During the period 195'^--55 through 1959-60, ocean disposal of waste water from the Los Angeles Metropolitan Area increased from about 505,000 acre-feet per year to about 6W,000 acre-feet per year. Of the total quantity of waste water discharged to the ocean from the Metropolitan Area, more than 99 percent is discharged through the four principal sewerage systems. The relative magnitudes and general locations of the flows through the four systems during 195'<--55 are schematically illustrated on Plate k, entitled "Schematic Diagram of Quantity and Mineral Quality of Sewage Flow for Major Sewage Disposal Systems Discharging to Ocean, 195^-55"' Mineral quality data shown on this plate are discussed later in this report. The fluctuation of waste water flow with time is of considerable importance in determining the feasibility of reclamation of water from wastes, since without storage a firm supply is determined by the minimum flows . The monthly variation in discharge to the ocean for the period July 195^ through June i960 by the three agencies ojierating major sewerage systems is graphi- cally depicted on Plate 5- Inspection of this plate will indicate that the monthly variation in flow is quite small. There are four additional sewerage agencies in the Los Angeles Metropolitan Area that discharge relatively small quantities of waste water to the Pacific Ocean or its tidal waters. In order of magnitude of discharge these agencies are the City of Seal Beach, Sunset Beach Sanitary District, the Los Alamitos Naval Air Station, and the United States Navy Ammunition and Net Depot. The combined discharge of these four agencies ajnounts to less than one percent of the total ocean discharge from the area of investigation and was considered insignificant for the purposes of this investigation. -2k. Only waste water discharges to the Pacific Ocean or its tidal waters are deemed available for planned reclamation, though effluents discharged to the land may bring about involuntary reclamation. Ocean dis- posals of industrial wastes independent of the afore -mentioned facilities have not been considered in this report because of the extremely limited quantity and generally poor quality of such discharges. The quantities of waste water discharged to the ocean by public agencies during 195*^-55 ajid 1959-60 are summarized in Table 2. FLOW was measured at l8 of the 19 sampling stations discussed in Chapter II and described in detail hereinafter during the week of sampling at each station. These flow measurements are believed to be representative of flows occurring at these stations during 1955- Results of flow measure- ments at all of these stations are presented in Table 3 except for the effluent from the Valley Treatment Plant and from the primary emd secondary facilities at Hyperion Treatment Plant. These flows are not listed since they were essentially the same as the inflow to the respective plants during the week. A description of each of the saimpling stations together with a discussion of the flow measurements obtained at each station is presented in the following paragraphs. The stations are discussed in geographic order for each owner aigency commencing with the most upstream station on each system. City of Los Angeles This agency operates two separate sewerage systems. The smaller system serves the Los Angeles Harbor area and discharges into San Pedro Bay. Primary treatment for this discharge is provided at the Terminal -25- CM K 8 oJ g,S i) •H CT\ r-l U ^1 LTN Oj (tf a 2^ C -P •H O E •p O •s U (U liH <« M O ■> * > ^H 0) 1^ E? o (U J Lr\ Q (U o M 1J> p< •H •H^ -d 3 ON o •> gjvo j ^^ •H C3 d Ti O tJ •H ON •rH h Lf\ ch ^ ^1 as^ O H 0) •H ft 0) 6 ■p u •• * > nJ C c U -H o rH LTN a; ^ >— 1 bD LfN M (I) Cd C 1 M •H -^ ^ Jh ^ LTN (U ai tH 32? > Xi o < o e (U p to >» (0 lU §> ^ ^ > o d Q) ^ 00 CVJ J- J- rH rH H O o O vO en c c C -*' ON i i ^ -d- -p -p +J (0 10 to w to to ^ ^ 5 .-H rH J- CO VO a c c • nJ cti a -d- rH C3N J- ^ ja £ LTN CO -p -p -p to to to to to to ^ 5 * ^ O O o o o o o o o o o o o o r-c\j o m c- OJ rH •\ R^^ ON CO s CM OJ * o o o o o o o o o o o o o o OJ CO o J- fv^ -H H •^ •» •s OOMD H CO f- O CVJ CM OJ ur\j- J- f- VO h H ONMS t- ro o o o ITN ITN ITN OJ OJ to -p o •H ^< >5 -P -P to C a o •H _ +J rH a) (U o td c -3 0) §§> tu en W m o5 CI) >,5 >,S Cm O -p -p §^ C! I*H >, :3 o -p o o •H u o u ■p o •H ■p >5 0) +3 CQ XI y •p ^ (Tl S -P S O to ft to o i^ the flow through this plant amounted to 2737 200 acre-feet as measured by permanently installed flow measuring devices at this plant. During the investigation that led to this report thirteen sampling stations were established on the Los Angeles City sewerage systems to obtain mineral and sanitary quality data at possible diversion points. Five of the stations were located at the Valley Settling Basin and Hyperion Treatment Plant, one each at the Venice Pumping Plant and the Terminal Island Treatment Plant, and the remaining six stations were established at selected manholes on trunk sewers . Measurements of depth of flow were made at five of the stations established on trunk sewers as samples were collected, and flow at each of these stations was calculated by correlating these hourly measurements with the hydraulic properties of the particular sewer. The locations of these stations are delineated on Plate 2. -28- Valley Settling Basin . This plant is located south of the Los Angeles River and west of the City of Glendale in the San Fernando Valley. It was built to provide temporary storage of 786,000 gallons to relieve the overtsuced Glendale Outfall Sewer, which serves the San Fernando Valley area. Under initial operating conditions, a portion of the daily peak flow in the trunk sewer was bypassed into the plant, retained there, and discharged into the trunk sewer during the daily off-peak period. This method of disposal became inadequate when the average daily flow from the San Fernando Valley exceeded the maximum capacity of the Glendale (Xitfall Sewer. As an emergency measure, the Valley Settling Basin was operated as a treatment plant and the treated effluent was discharged into the Los Angeles River. This condition existed during June 1955> at the time of the ssunpling program. Completion of the San Fernando La Cienega Relief Sewer through the Santa Monica Mountains in 1956, and other subsequent construc- tion has relieved the overload on the Glendale Outfall Sewer. However, the Valley Settling Basin is still operated when necessary to handle peak wet weather flows. During the sampling program, June 17 through 23, 1955> two stations were established at the Valley Settling Basin, one station for sampling euid measuring the influent to the plant and the other for sampling and measur- ing effluent from the plant. The plant was operated from about 9 a-m. to midnight. Actual time of diversion of flows from the Glendale CXitfall Sewer was somewhat less than the indicated 15 hours per day because the plant was operated only as required to divert peak flows in the sewer. Measurements of water diverted from the sewer are graphically depicted on Plate 6. The rate of flow for the week during periods of diversion averaged 13.9 million gallons per day; however, since the plant was operated only -29- during part of each day, the average flow for the week was J. 6 million gallons per day. During Jixne 1955, a minor portion of the sewage treated at the plant was returned to the Glendale Outfall Sewer and the remainder dis- charged directly into the Los Angeles River. Of the total flow diverted into the Valley Settling Basin in June 1955> H percent or 0.8 million gallons per day was returned to the sewer during off-peak periods and 89 percent or 6.8 million gallons per day was discharged to the Los Angeles River. This condition is not reflected in current operations but may be expected to recur if and when the situation demands. Glendale Outfall Sewer at Partridge Avenue . During 195 5 j the Glendale Outfall Sewer at Partridge Avenue carried the waste water outflow from the San Fernando Valley, including the waste water flows from the Cities of Glendale and Burbank, except for that portion discharged to the Los Angeles River from the Valley Settling Basin. Ins-oantajieous flow past the Partridge Avenue station was calcu- lated from hourly depth of flow measurements for the period June 17 through 23, 1955. A hydrograph of the flow is presented on Plate 7. IXiring the week of flow measurement, the average discharge was kj .1 million gallons per day or about 20 percent of the flow through the Hyperion Treatment Plant. Daily discharges varied from a low on Sunday of hk.'^ million gallons to a high of 48.5 million gallons on Tuesday. IXiring the week, the minimum and maximum instantaneous flows were 55 and 12^ percent, respectively, of the corresponding daily average flows. The operation of the Valley Settling Basin has a dampening effect on the percentage variation of maximum and minimum flows. That is, minimum flows are higher than they would otherwise -30- be since flow is returned to the sewer during off-peak i)eriods, and simi- larly peak flows are reduced because a portion of the peak flow is diverted to the Valley Settling Basin. Glendale (Xitfall Sewer at Mission Road . A sampling station was first established on GlendaLLe Outfall Sewer at Mission Road about midway between Seventh Street and Olympic Boulevard, six miles downstream from the Partridge Avenue station, neeir the point where Eighth Street would inter- sect Mission Road if it were projected. This station was selected because a potential diversion point was nearby, and because it was immediately downstream of the junction of the Glendale Outfall Sewer and a large trunk sewer which carries the sewage from the eastern portion of the City of Los Angeles, as shown on Plate 2. It was found that accurate flow measurements could not be made at this location because of a side flow discharging into the manhole at this intersection. R)r this reason an alternative saii5)ling point was substituted at Fourth Street and Mission Roeid, upstream of the junction of the Glendale Outfall Sewer and the trunk sewer from the east. A hydrograph of the flow at the Fourth Street and Mission Road station is presented on Plate 8. The average flow past this station for the week of June 17 through 23, 1955> was kk.O million gallons per day. The daily discharge varied from a low on Sunday ol 40.3 to a high of U5.8 million g£d.lons per day on Tuesday. The minimum and ma.x1mum flows were 55 and I3I percent, respectively, of the corresponding daily average flows. The average flow past the Fourth Street and Mission Road station was about 82 percent of the flow at Eighth Street and Mission Road and 19 percent of the total flow through the Hyperion Treatment Plant. -31- North Outfall Sever . A sampling station on this vital trunk sewer was required to obtain data on quantity and quality of waste water flows prior to mixing with the Venice Pumping Plajit line. These data were necessary to evaluate the quantity and quality of waste water flows which would "be available for diversion from the North Outfall Sewer at the ^^erion Sewage Treatment PlaJit if flows from the Venice Pumping Plant line were not intermixed with the other waste water. A sampling station was initially selected at Manhole No. 15, located between Lincoln Boulevard and the junction of the North Outfall Sewer with the Venice Pumping Plemt line, as shown on Plate 2, so that flows in this sewer could be sampled immediately upstream from that junction. Because of poor conditions for flow measurement at this station, Manhole No. 1, further upstream between Lincoln and Sepulveda Boulevards, was sub- stituted. The flow in this main outfEill sewer was determined from hourly measurements of depth of flow at Manhole No. 1 for the period June 2'j- through 30, 1955' A hydrograph of the flow past Manhole No. 1 is presented on Plate 9' Flow past this station averaged I88 million gallons per day for the week and constituted about 80 percent of tne flow through the Hyperion Treatment Plant. The daily discharge varied from a low of I63 million gallons on Sunday to a high uf 197 million gallons on Monday. The minimum and maxi- mum flows were 51 and I'+O percent, respectively, of the co2-re spending daily average flow. Central Outfall Sewer . A sampling and flow measurement station was established on this trunk sewer north of the intersection of Florence smd Ash Avenues. This station was established to secure data necessary to evaluate the quantity and quality of waste water flow which would be -32- available for diversion at the Hyperion Sewage Treatment Plant if flows from the Venice Pumping Plant line were not intermixed with other sewage upstream from the point of diversion. Flow past this station was deter- mined from hourly measurements of the depth of flow during the period June 2k through 30> 1955- The aversige discharge past this station was 33-3 million gallons per day during the week of measurement and constituted about ih percent of the flow through the Hyperion Treatment Plant. Daily flows varied from a low of 23-7 million gallons on Sunday to a high of 37«1 million gallons per day on Tuesday and Friday. The minimum and maximum flows were 37 and I58 percent, respectively, of the corresponding daily average flow. A hydrograph of the flow at this station is presented on Plate 10. Venice Pumping Plajit . A seimpling station was established at the Venice Pumping Plant. The sewerage system upstream of this plant sejrves the City of Sajita Monica and the Venice area. The mineral quality of the flow reaching the Venice Pumping Plant is greatly deteriorated as a result of the infiltration of saline waters into the trunk sewer. The effluent from this plant was sampled at four-hour intervals during the week-long sampling program to evaluate its effect on the mineral quality of the flow at the Hyperion Treatment Plajit. Because it would apparently not be practi- cable to reclaim any of this waste water, more frequent sampling was not considered necessary. Data obtained were sufficient to evaluate the quantity and quality of waste water which would be available for diversion at the Hyperion Treatment Plant if flow in this line were not intermixed with flow from other trunk sewers upstream fi-om the point of diversion. -33- There are no flow metering devices at the Venice Pumping Plant. Estimates of the discharge of sufficient accuracy for use in this study were obtained by noting what pumps were operating at the time of sampling and correlating this information with data regarding pump discharge capaci- ties supplied by the City of Los Angeles. Since samples were collected only every four hours, estimates of instantaneous flow were made only at four-hour intervals. A hydrograph of the discharge from this plant was constructed on the basis of these aata and is presented on Plate 11. During the week of flow measurement, June 2k through 30, 1955 > an average of I5.0 million gallons per day was pumped through this plant. This amount constituted about six percent of the flow through the Hyperion Treatment Plant. Hyperion Treatment Plant . The flow through the Hyperion Treat- ment Plant is measured by venturi meters at the influent to the primary clarifiers. During the week of June 2U through 30> 1955> samples were collected of the influent to and effluent from the primary clarifiers, and of the effluent from the secondary clarifiers. The hourly flow measure- ments recorded at the influent to the primary clarifiers are presented as a hydrograph on Plate 12. Average daily discharges obtained from continu- ous flow charts are also plotted on Plate 12. During the week of sampling, the flow past this station averaged 233*5 million gallons per day. The daily flow varied from a low of 196 million gallons on Sunday to a high of 250 million gallons on FYiday. Minimum and maximum flows were kQ and 139 percent, respectively, of the corresponding daily average flow. During the month of June 195 5 > the average daily flow through the Hyperion Treatment Plant was 2U2 million gallons per day. For the -3U- season July 195'+> through June 1955> the average daily flow was 2kk million gallons per day. Terminal Island Treatment Plant . The facilities described above are all part of the sewerage system of the City of Los Angeles which dis- charges waste waters to the ocean through the Hyperion Treatment Plant, except for emergency discharges to the Los Angeles River from the Valley Settling Basin. In addition to this very large system, the City of Los Angeles owns and operates a comparatively small system which discharges waste waters to the ocean through the Terminal Island Treatment Plaint. During the week of June 24 through 30, 1955, a sampling station was estab- lished at the Terminal Island Treatment Plant and hourly flow measurements were made between the hours of 8 a.m. and midnight, when an operator was on duty at the plant. A discontinuous hydrograph of these measured flows is presented on Plate 13- Rrom additional data obtained from the City of Los Angeles, it was computed that the average flow through the plant during the week of sEunpling was 6-3 million gallons per day. County Sanitation Districts of Los Angeles County This agency operates a sewerage system which discharges waste waters into the Pacific Ocean at Whites Point on the southeast side of the Palos Verdes peninsula. The waste water flowing through this system is treated at the Joint Disposal Plant, located approximately six miles north- east of Whites Point as shown on Plate 2. This plant provides primary treatment for waste water flows from a large portion of coastal Los Angeles County outside of the Los Angeles City limits. Flow through this plant during the fiscal years 195'+-55 and I959-6O amounted to about 201,000 acre- feet and 289,000 acre -feet, respectively. -35- Four sampling stations were established on trunk sewers of this system during the week of sampling, December 5 through 12, 1955j to obtain mineral and sainitary quality data at possible diversion points. 'iJhe loca- tions of these sampling stations are shown on Plate 2. Vfeiter stage recorders were installed at each of the sampling stations to obtain a continuous record of the depth of flow at each station. In addition, depth of flow measure- ments were made at each of these stations at the same times that samples were collected to check these recorder measurements. From both sets of data, and from data concerning the hydraulic properties of the particular sewer, continuous hydrographs were prepared. These hydrographs are presented on Plate Ik. Joint Outfall "B" . A sajnpling station was established on this outfall at the intersection of Loma Avenue and Klingerman Street near ^•/hittier Narrows. The outfall sewer upstream of the sampling station serves all or portions of the cities and communities of Pasadena, South Pasadena, Altadena, Alhambra, San Marino, San Gabriel, Sierra Madre, Monrovia, Arcadia, El Monte, and portions of other adjacent areas in the San Gabriel Valley. Flows past this station averaged 29-3 million gallons per day for the period December 6 through 11, 195 5 j or l6.6 percent of the total flow through the Joint Disposal Plant. The daily discharge varied from a low of 27-5 million gallons on Tuesday to a high of 29.9 million gallons on Wednesday during the week of sampling. Minimum and maximum flows were 32 and 172 percent, respectively, of the corresponding daily average flow. South Whittier Outfall . A sampling station was established south of Imperial Highway on Carmenita Road on the outfall sewer which serves the -36- City of Whittler aind vicinity. Flows past this station averaged 5'7 million gallons per day for the period December 6 through 11, 1955 > and constituted 3.2 percent of the total flow through the Joint Disposal Plant. The daily flow during the period of sampling varied from a low of 5-5 million gallons on Friday to a high of 5-9 million gallons on Sunday. Mini- mum and maximum flows were 31 and 179 percent, respectively, of the corres- ponding daily average flow. Joint Outfall "G" . A sampling station was located on the joint outfall sewer west of the intersection of Bort Street and Gale Avenue, in the North Long Beach vicinity. Joint outfalls "G" and "E" service the area of Vernon, Maywood, Bell, Huntington Park, South Gate, Lynwood, and Compton. At the sampling station on joint outfall "G", the flows constituted about 60 percent of the total flow from these areas during the week of sampling. Flow past this station during the same period averaged I9.O million gallons per day or 10.8 percent of the flow through the Joint Disposal Plant. The daily flow for the same period varied from a low of I6.5 million gallons on Tuesday to a high of 22.5 million gallons on Wednesday. Minimum ajid maximum flows were 37 and 20^4- percent, respectively, of the corresponding daily average flow. Joint Outfall "E" . A ssunpling station was located on the joint outfall sewer, north of Greenleaf Drive on Alameda Street, and one mile northwest of the station on joint outfall "g" in the southern portion of Compton. The flow passing the station on joint outfall "E" amounted to UO percent of the total flow from the areas served by joint outfalls "G" and "E" during the week of sampling. Flow past this station during the -37- week of sampling averaged 12.6 million gallons per day or 7-1 percent of the flow through the Joint Disposal Plant. The daily flow during the week of sampling varied from a low of 9-2 million gallons on Sunday to a high of 13.7 million gallons on Tuesday. Minimum and maximum flows were kl and liil percent, respectively, of the corresponding daily average flow. County Sainitation Districts of Orange County This agency operates two primary treatment plants which serve the Cities of Santa Ana, Anaheim, Fullerton, Orange, Huntington Beach, and Newport Beach, and also the sanitary districts of Placentia, Garden Grove, La Habra, and Buena Park. Waste vra.ter flows discharged to the ocean from the two treatment plants eimounted to 23,^+00 acre-feet during the fiscal year 195*^-55. The Talbert Water District, comprising an area of 2,500 acres in the Sajita Ana Gap in Orange County \ras formed primarily to act as a water reclamation agency. 'The Talbert Water District is utilizing effluent from Plant No. 1 for the preirrigation of beans, and may subsequently irrigate other crops. To facilitate this diversion, flow from the Euclid-Verano trunk is diverted directly to Plant No. 2, thereby improving the mineral quality of the effluent from Plant No. 1. By this arrangement only the primarily domestic sewage flows from the Santa Ana and Costa Mesa trunk sewers enter Plant No . 1 . Plaint No . 1 . This plsmt, located near the west bank of the Santa Ana River at Ellis and Verano Avenues, discharges its effluent into a trunk sewer line which follows the Santa Ana River and discharges along with effluent from Plant No. 2 into the marine outfall sewer. During the week -38- of sampling, March 20 through 26, 1956, only the flows from Santa Ana and ahout 50 percent of the flows from Costa Mesa were received by Plant No. 1. The flow from the Euclid-Verano trunk sewer was bypassed to Plant No. 2. The flow into Plant No. 1 during that period averaged 5-8 million gallons per day, or 28 percent of the average daily flow from the County Sanitation Districts of Orange County. During the week of sampling, daily flow varied from a low of U.7 million gallons on Sunday to a high of 6.? million gallons on Friday, as shown on Plate 15 . Plant No. 2 . This plant, located at Pacific Coast Highway and the mouth of the Santa Ana River, discharges its effluent through a marine out- fall into the waters of the Pacific Ocean. During the week of sampling, March 21 through 27, 1956, all of the flows from the Cities of Anaheim, Rillerton, Orange, Huntington Beach, and Newport Beach; the sanitary districts of Placentia, Garden Grove, La Habra, and Buena Park; and about 50 percent of the flows from Costa Mesa were treated at this plant. Flow thro\igh this plant diiring the sampling period averaged 1^4-. 6 million gallons per day or 72 percent of the average daily flow through the entire sewerage system. The daily flow during the period of sampling varied from a low of 13-7 million gallons on Sunday to a high of 15-3 million gallons on Friday. Minor Discharges There are four additional sewerage agencies in the Los Angeles Metropolitan Area that discharge comparatively small quantities of waste water directly to the ocean or its tidal waters. The City of Seal Beach and Los Alajnitos Naval Air Station discharge their waste water flows into the San Gabriel River channel. The United States Naval Ammunition and Net -39- Depot at Seal Beach discharges waste water into Anaheim Bay, and the Sunset Beach Sanitary District discharges waste water directly into the Pacific Ocean. City of Seal Beach . This agency provides secondary treatment for its waste water flows. The average daily flow during the fiscal year 195^-55 was 0.27 million gallons per day. The monthly average rate of discharge for the ssime period varied from a low of 0.23 million gallons per day in April to a high of O.3I million gallons per day in July. Sunset Beach Sanitary District . This agency operates a primary treatment plant. No flow data were obtainable for the fiscal year 195'^--55' However, it was estimated that an average of 0.1 million gallons per day was discharged from the plant during the above season. Los Alamitos Naval Air Station . This agency operates a secondary treatment plant. The average daily flow for the fiscal year 195^-55 was 0.10 million gallons per day. Monthly average rate of discharge for the same period varied from a low of O.O9 million gallons per day in November to a high of O.13 million gallons per day in August. United States Naval Ammunition and Net Depot . This agency oper- ates a primary type of treatment plant. The average daily flow for the fiscal year 195^-55 was O.O6 million gallons per day. The monthly avereige daily discharge for the same period varied from a low of O.O5 million gallons per day in January to a high of O.O7 million gallons per day in July. -UO- Estimated Future Quantity of Waste Water Discharged to Ocean The total discharge of waste vater to the ocean from the Los Angeles Metropolitan Area during the I95U-55 and 1959-60 seasons was about 505,000 and 6U8,000 acre-feet, respectively. Since this discharge can be expected to increase, it is interesting to estimate the volume of waste water that would be discharged to the ocean under ultimate conditions of development in the area. An estimate of the ultimate quantity of waste water can be derived by calculating the unconsumed residual expected under ultimate conditions. The unconsumed residual is the difference between the vra.ter applied and the water consumed in urban areas. The whole of this unconsumed residual might in theory become waste water, if an urban area is 100 percent sewered, no deep percolation of applied water occurred, and no water ran off through storm drains or natural watercourses. In practice, the theoretical maximum is diminished by deep percolation, the absence of sewers over a portion of the area, ajid runoff of applied water into storm drains. To estimate that portion of the imconsximed residual which takes the form of waste water discharged to the ocean, the highly urbanized coastal plain area of Los Angeles County was selected as a guide. Calculations show that the present waste water discharge for the urban portion of this area was 90 percent of the present \incons\imed residual. Therefore, assuming this value to be valid for ultimate conditions, it was used to estimate the total probable ultimate sewage flow from the Los Angeles Metropolitan Area. Using the basic information on ultimate water requirements presented in State Ifeter Resources Board Bulletin No. 2, and the assumption and pro- cedures outlined above, it is estimated that the mean seasonal quantity of -Ul- vaste water discharged to the ocean from the Los Angeles Metropolitan Area under probable ultimate conditions of development, assuming no reclamation, will be 1,636,000 acre -feet per year. This discharge was computed as follows : Total ultimate water requirement 2,670,000 acre-feet per year Total estimated consumptive use 8^2,000 acre -feet per year Unconsuraed residual l,8l8,000 acre-feet per year Unconsumed residual multiplied by 90 percent equals the estimated ultimate waste water discharge to the ocean of 1,636,000 acre-feet per year. It was assumed that under ultimate conditions the sewered area would be expanded to include most of the Los Angeles Metropolitein Area in addition to appreciable increases in population density of the areas presently sewered . Comparatively, this estimate of the probable ultimate discharge of waste water to the ocean is about 2.5 times as much as the total discharge during the 1959-60 season. -k2- Analyzing Waste Water "... it is necessary to utilize waste waters of the best mineral quality . . . . " CHAPTER IV. MINERAL QUALITY OF WASTE WATER FLCfWS This chapter presents the principal factors affecting mineral quality of waste water, criteria for suitability for reclamation, field surveys of waste water quality, and future conditions. Except when other- wise specified, conditions described are those existing duriag this in- vestigation which was primarily conducted during 1955 and 1956. The undesirable sanitary characteristics of waste water can be attenuated by known methods of treatment. The type and degree of treatment used is largely a matter of economics. The sanitary quality of waste water can be upgraded to meet the basic requirements of many beneficial uses by primary and secondary treatment. The cost of this treatment is a large factor in determining the economic feasibility of reclaiming water from sewage. Such primary and secondary treatment, however, affects the mineral quality of waste water only to a minor extent. Demineralization of water is a field which has been given considerable attention in the past few years. The subject is discussed in more detail in Chapter VI. It is siifficient to note here that, under present *3nditions, a practical application of deminer- alization to the reclamation of water from wastes would be the demineralization of brackish waters by electrodialysis. However, this demineralization process requires an influent water of sanitary quality far exceeding the basic require- ments of most beneficial uses. Upgrading the mineral quality of waste water, in addition to the sanitary quality, would more than double the treatment cost compared to the necessary improvement of the sanitary quality alone. The cost of reclaimed water could be greatly reduced if waste water flows which are already of satisfactoiy mineral quality for most beneficial uses were available .k5- for reclamation. Considerable data have therefore been collected to evaluate the mineraJ. quality of waste water flows. The sanitary and bacteriological qualities have been evaluated only on a limited basis. Hereafter, reference is made only to the mineral or saniteury quality of sewage flows. Sanitary analyses refer to determinations of biochemical oxygen dememd (b.O.D. ), suspended and settleable solids, volatile dissolved solids, and grease. All other determinations are referred to as mineral analyses. Plate k shows schematically quantity and quality of the flows in the four principal sewerage systems of the area. The quality of the waste water flows is represented by a color scheme superimposed on the flow diagram. The suitability of the various flows for reclamation is indicated by the color blue, green, and red, corresponding to classifications of suitable, marginal, and unsuitable, respectively. These classifications follow the mineral qualit; criteria for reclaimed water developed in a later section of this chapter. The classifications indicated on the diagram are based on concentrations of total dissolved solids and chlorides, and the diaigram as a whole is considered only as a generalized pictxire. Factors Affecting Mineral Quality of Waste Waters The waste water flow occurring in sewers of the area consists of three components: waters carrying domestic wastes, waters carrying industrial wastes, and infiltration waters. The quantity £uid quality of each of these components are the factors affecting the quality of the whole resultant flow. The mineral quality of waters carrying domestic and industrial wastes is a composite of the water supplied to the sewered areas, the mineral pickup resulting from the domestic and industrial use, and the quality and quajitity of water infiltrating into the sewerage system. -1+6- Mineral Quality of Water Supplies The most significaiat factor affecting quality of waste waters in the Los Angeles Metropolitem Area is the quality of the water supplied to the area. As previously discussed, water in the area is obtained from three sources: local water, primaxily ground water from wells; water im- ported from the Mono and Owens Basins through the Los Angeles Aqueduct; and water imported from the Colorado River through the Colorado River Aqueduct, The ranges of total dissolved solids in water supplied to the sewered portions of the area of investigation are presented on Plate l6. The relationship of quality of supply water to the quality of waste water is shown by compeirison of Plates l6 and h, taJcing into consideration areas producing industrial wastes and areas of infiltration of waters with high mineral concentrations. These aireas are described later in this chapter. Local Water . Within the area of investigation the quality of groiind water varies from area to area even within the same ground water basin. This variation in quality was noted prior to extensive utilization of the ground water supplies, and recent intensive development of the area has resulted in additional causes for variation of the ground water quality. Lajid disposal of various wastes, overfertilization of crops, sind continued overdraft of ground water basins with accompanying saline intrusions have produced substantial changes in the quality of underground waters. Because of this variation, a detailed evaluation of ground water quality is beyond the scope of this investigation. In general, the groxmd water of the area is of better quality than that received from the Colorado River. The total dissolved solids con- centrations of the ground waters range from 200 parts per million to 1,000 .U7- parts per million, and waters of the most productive basins generally average less than 500 parts per million, which is the desired maximtun limit for drinking water standards. Because local sxirface supplies are relatively unimportant in the area, a discussion of the quality of these supplies has been omitted in this report. However, the quality of surface water is reflected in the quality of ground water since ground water is replenished, in large part, by deep percolation of stream flow. Mono and Owens Basins Water . The average mineral quality of water imported from the Mono and Owens Basins during 195'+-55 through the Los Angeles Aqueduct is presented in Table k. During that year the Los Angeles Aqueduct supplied 300>800 acre-feet of water to the City of Los Angeles. This was about 70 percent of the water used within the city, and a major portion of this use occurred in the San Fernando Valley. Colorado River Water . The quality of both the natural and softened Colorado River supply delivered by The Metropolitan Water District of Southern California to the Los Angeles Metropolitan Area is presented in Table 5« As of 195^-55, approximately 57 percent of the total quantity of Colorado River water delivered to the area was softened. Table 6 gives a 1 5 -year quality record of water imported to the area from the Colorado River from the 19^5-^6 season through the 1959-60 season for chloride, boron, sulfate, and total dissolved solids in both the natural and softened state. -kQ. TABLE k MIT^ERAL ANALYSIS OF WATER FROM THE LOS ANGELES AQUEDUCT DURING 195^+- 55* (Average for year ending June 30, 1955) : Concentration of mineral MineraJ . constituent : Symbol : constituent, in parts per or property : million, except as noted Silica Si02 22 Iron Fe 0.03 Calcium Ca 26 Magnesium Mg 6 Sodium Na 1+0 Potassium K 5 Sulfate SO4 23 Chloride CI 19 Nitrate NO3 B 0.2 Boron 0.58 Fluoride F 0.7 Aluminum Al 0.08 Manganese Mn 0.005 Total dissolved solids TDS (calculated) Total hardness CaCO^) Alkalinity CaCOo Hydrogen ion concentration pH Electrical conductivity ECxlO Temperature (average) 218 89 128 8.i+2** 6rF ^Analysis by City of Los Angeles, Department of Water and Power, Sanitary Engineering Division. **This value is in standard units for measurement of this property of water. -U9- TABLE 5 MINERAL ANALYSES OF COLORADO RIVER WATER ^^^ DELIVERED TO THE LOS ANGELES METROPOLITAN AREA DURING 195^-55 (Average for yeao- ending Jvne 30, 1955) MinereLL constituent or property Symbol Concentration of mineral constituent, in parts per million, except as noted : Natural water : Softened water SiOg 9.8 9.9 Fe Trace Trace Ca 81 31 Mg 29.5 12 Na 97 188 K k k CO3 HCO3 1 2 ikh 139 SOi^ 292 292 CI 81 85 N03 B 0.8 0.6 0.16 0.16 F 0.3 0.3 Silica Iron Calcium Magnesium Sodium Potassium Carbonate Bicarbonate Sulfate Chloride Nitrate Boron Fluoride Total dissolved solids TDS 669 694 Hardness as CaC03 Total Carbonate Noncarbonate 324 120 204 127 118 9 Free carbon dioxide Hydrogen ion concentration Electrical conductivity CO2 ECxlO*^ 1 i,o4o» 8,5* 1,115* *This value is in standard units for measurement of this property of water. Note: Samples taken from the F. E. Weymouth Softening and Filtration Plant. .50- TABLE 6 MINERAL ANALYSES OF COLORADO RIVER WATER DELIVERED TO THE LOS ANGELES METROPOLITAN AREA FROM 19^5 THROUGH I96O (Average for years 19^5 to 1960) Concentratior I of mineral constituents in parts per mill ion < : Total Period Chloride : Boron : Sulfate rdissolve : Natural : d solids Natural Softened: Natural Softened : Natural : Softened Softened 1945-191*6 92 99 0.1 0.1 3^+5 3^5 757 7kk 19lt6_19li7 91 98 0.1 0.1 333 333 737 72I+ 192+7_ 191*8 90 99 0.1 0.1 325 328 728 732 191+8-191+9 85 95 0.1 0.1 31i^ 316 701 7I+0 19I19-1950 79 81+ 0.1 0.1 295 296 666 693 1950-1951 79 83 0.1 0.1 290 290 661 692 1951-1952 80 83 0.1 0.1 286 286 652 668 1952-1953 77 81 0.16 0.16 277 277 631 659 1953-195^ 75 79 0.13 0.13 276 276 632 651 195i+-1955 81 85 0.16 0.16 292 292 669 69^+ 1955-1956 98 10I+ 0.17 0.17 3^+2 31+2 766 799 1956-1957 109 III+ 0.16 0.16 36 1+ 36I+ 815 836 1957-1958 100 106 0.13 0.13 323 323 738 771 1958-1959 72 77 0.09 0.09 269 269 617 63h 1959-1960 Ih 78 0.11 0.11 263 263 609 629 AVERAGE 85 91 0.12 0.12 306 307 692 711 Note: Samples taken frcan the F. at La Verne. E. Weymouth Softening and Filtration Plant Mineral Pickup Resulting from Domestic and Industrial Use ajid Infiltration Waters The majority of the waste water flow in the sewerage systems of the Los Angeles Metropolitan Area is domestic sewage. The amount of increase in mineralization of a water supply resulting from its use for domestic purposes varies somewhat with area and the mineral content of the water supply. This increase in mineralization was studied by the University of California at Los Angeles in preparing a report on waste water reclamation sind utilization for the California State Water Pollution Control Board. The results of that study are summarized in Table 7. -51- TABLE 7 NORMAL RANGE OF MINERAL PICKUP IN DOMESTIC SEWAGE* : Normal range, Mineral constituent : in parts per million or property : except as noted Dissolved solids 100-300 Boron (b) O.l-OA Percent Sodium 5-15** Sodium (Na) UO-70 Potassium (k) 7-15 Magnesium (Ca CO3) 15-i+O Calcium (Ca CO3) 15-UO Total Nitrogen (n) 20-i+O Phosphate (POlj.) 20-UO Sulfate (S01+) 15-30 Chloride (Cl) 20-50 Total Alkalinity (Ca CO3) 100-150 *From chart 1-8 of State Water Pollution Control Board Publication No. 9 "Studies of Waste Water Reclamation and Utilization" . **In percent. In some of the trunk sewers of the area, industrial waste dis- charges are the chief influence on the mineral quality of the waste waters. Large discharges of wastes such as oil field brines may result in continu- ous gross deterioration of the mineral quality of waste water. Smaller waste discharges during off-peak flow periods seriously impair the queility for a short period of time. Waters infiltrate the sewers both from the surface and subsurface. During periods of storm runoff, surface waters enter sewers at manholes and from unlawful connections. Although these waters infiltrating from the sur- face are generally of good quality and may form a substantial part of the tota] waste water flow during periods of storm runoff, they are not of great signi- ficance because of the infrequency of storms in the Los Angeles Metropolitan -52- Area. In areas of high ground water, substantial quantities of subsurface water may infiltrate the sewer lines. This subsurface infiltration sometimes produces a significant effect, especially in coastal areas where the infiltrating waters may be highly saline. Like the quajitity of flow, the mineral quality of waste water varies within a 2'4-hour period. In normal domestic sewage flows, the maximum and minimum concentrations are generally related to the peak and low flows respec- tively. This variation is illustrated on Plates "J, 8, 9) and 10. Off-peaJt industrial waste discharges or infiltration of large quantities of saline water may disrupt this relationship. The effect of seiline water intrusion is illus- trated on Plate 11, where the high mineral concentrations occur during the low flow period. Other Factors Affecting Quality of Waste Waters The use of various products, such as plastics, fibers, medicinal chemicaJ.s, dyes, and synthetic detergents, previously unknown or little used, has increased appreciably during the past two decades, and will probably continue to increase in the future. Some of these products find their way into the waste water flows in varying amounts. In most instances these products are not detrimental to the reclamation of water since they can be removed by conventional sewage treatment processes or can be isolated from the main trunk sewers with a minimum of effort. A notable exception is the synthetic detergents present in most domestic and some industrial waste waters. Because of their wide spread use and because they are resistant to ordinary treatment processes and persist in waters percolating undergroxind, a brief discussion is considered pertinent. ■53- An American Water Works Association Task Group Report^^''"^ has defined a number of terms pertaining to synthetic detergents. A "synthetic detergent" or "syndet" is a product containing surface-active agents plus builders. "Surface-active agents" or "surfactants" are organic compounds which exhibit cleansing properties plus stability towards hardness. Surface- active agents may be classified as anionic, cationic, or nonionic on the basis of their ionization in water. About 72 percent of the total synthetic detergent production during I958 was of the anionic type, 25 percent nonionic, and 3 percent cationic. ^32) j^jj^y^ benzene sulfonate (ABS) is the most common of the anionic surfactants. The term "builders" applies to various additive organic and inorganic compounds that are intended to improve the detergent action. Although the synthetic detergent industry actually started in 1932, it has had its major growth since 19^48. ^^^^ During 19k3, synthetic detergents accounted for 16 percent of soap industry sales. (2^) By June 1959, this ratio had increased to approximately 90 percent. (^-'-) The degree of removal of various synthetic detergents by the biological oxidation of sewage treatment differs widely with the particular surfactant. Alkyl benzene sulfonate is quite resistant to normal sewage treatment processes. Studies have shown that the maximum reduction of alkyl benzene sulfonate which may be expected of activated sludge sewage treatment plants as presently designed and operated is in the order of 55 to 60 percent. (2' Research is presently being conducted to evolve a practical method for destroying surfactants in waste water flows. One of the more promising methods being studied is the agitation of waste water to cause it to froth and sub- sequent disposal of the froth by burning. -5^- The presence in waste water flow of synthetic detergents currently used by householders constitutes a major problem in amy large scale-water reclamation project utilizing domestic sewage. Detergent manufactiirers can alleviate the problem by altering the composition and prop.erties of the detergents. This has been demonstrated in England. vl") Waste Water Quality Criteria for Reclamation In evaluating the mineral quality of waste water to test its suit- ability for reclamation, the first consideration shoiild be the potential uses since each has its own criterion. Other factors to be considered include the relative quality and availability of other sources of water, and the main- tenance of suitable concentrations of dissolved constituents if the reclaimed water is used for ground water recharge. Althoxigh present public acceptance limits direct use of. reclaimed water to a few selected markets, recheirge of ground water basins with reclaimed water woiild bring about its indirect employment in all prevailing beneficial uses of ground water. For that reason, it is necessary to utilize waste waters of the best mineral quality available. To develop a basis for determining suitability of sewage for re- clamation, it was necessaj-y to review criteria for all potentially beneficial uses, both consumptive and nonconsimptive. The following paragraphs summarize the results of this review. Irrigated Agriculture Water Quality Criteria The major criteria used as a guide to judge the suitability of water for irrigation eire chloride concentrations, specific electrical conductajice (presented as EC x 10 at 25* C), boron concentration, and percent sodium. -55- Chlorides are present in nearly all waters. They are not necessary to plant growth, and in high concentrations cause subnormal growing rates and burning of leaves. Electrical conductance indicates the total dissolved solids, and furnishes an approximate indication of the overall mineral quality of the water. For most waters, the total dissolved solids, measured in parts per million, may be approximated by multiplying the electrical conductance by 0.7. As the amount of dissolved salts in irrigation water increases, the crop yields are reduced until at high concentrations (the value depending on the plant, type of soil, climatologicaJ. conditions, and amount of water applied) plant life is threatened. Boron is never fotind in the free state but occurs in the form of borates or boric acid. This element is essential in minor amounts for the growth of many plants. It is, however, extremely toxic to most plants in higher concentrations. Limits of toleremce for most irrigated crops vary from 0.5 to 2.0 parts per million. Citrus crops, particularly lemons, are sensitive to boron in concentrations exceeding O.5 parts per million. The percent sodium, as reported in analyses, is 100 times the proportion of the sodium cation to the sum of calcium, magnesium, sodium and potassium cations, all expressed in equivalents per million. Water containing a high percent sodium has an adverse effect upon the physical structiire of soils which contain clay by dispersing the soil colloids which in turn retards the movement of water and the leaching of salts, and makes the soils difficult to work. The effect of potassium in water is similar to that of sodiiom. Because of the diverse cllmatological conditions, crops, soils, and irrigation practices in California, criteria which may be set up to establisl .56- the suitability of water for irrigation use must necessarily he of a general nature, and judgment must be used in application of these criteria to in- dividual cases. Based on results of studies by Dr. L. D. Doneen, Professor of Irrigation at the University of California at Davis, three general classes of irrigation water have been established: Class 1 Excellent to Good . Regarded as safe and suitable for most plajits irnder any condition of soil or climate. Class 2 Good to Injurious . Regarded as possibly harmful for certain crops under certain conditions of soil or climate, particularly in the higher remges of this class. Class 3 Injurious to Unsatisfactory . Regarded as probably harmful to most crops and unsatisfactory for all but the most tolerant. Limiting values for concentrations of total dissolved solids, chloride, and boron, electrical conducteince, and percent sodixim for these three classes of irrigation water have been established and are shown in the following tabulation: Class 1 Class 2 Class 3 Total dissolved Less than TOO 700 to 2,000 More than 2,000 solids parts per million parts per million parts per million Electrical con- ductajice EC X 10^ Chloride Less than 1,000 micromhos 1,000 to 3,000 micromhos Less than 5 milli- 5 to 10 milli- equivalents per equivalents per liter liter More than 3,000 micromhos More than 10 milli- equivalents per liter -57- Class 1 Class 2 Class 3 Chloride Percent sodium Boron Less than 175 parts per million Less than 60 percent 175 to 350 parts per million 6o to 75 percent More than 350 parts per million More than 75 percent Less than 0.5 0.5 to 2.0 More than 2.0 parts per million parts per million parts per million Industrial Water Quality Criteria A standard of quality of water for industrial purposes is exceedingly difficult to ascertain. The varieties of industrial usage are so many that a single set of standards for chemical, physical, and bacterial requirements would be meEiningless. The attempt made in Table 8 to assign approximate water quality requirements to general types of industries is, therefore, a very general one, amd the quality limits should be considered flexible. Even criteri obtained for the industries mentioned are not conclusive for all constituents. Water used for industrial purposes must therefore be considered as a raw materieil to be treated, if necessary, by the industrial user to fit individual needs ajid requirements. Municipal and Domestic Water Quality Criteria Water used for drinking and culinary purposes should be clear, colorless, odorless, pleasant to the taste, and free from toxic salts. It should not contain excessive amounts of dissolved mineral solids, emd must be free of pathogenic organisms . Probably the most widely used criteria in determining the suitability of a water for this use are the "United States Public Health Service Drinking Water Standards, 19^". Limits for mineral constituents in water are divided into mandatory requirements and recommended criteria. The mandatory limits are as follows: -58- Maximum concentration, in Mineral constituent parts per million Lead (Pb) 0.1 Fluoride (f) 1.5* Arsenic (As) 0.5 Selenium (Se) ^ 0.05 Hexavalent Chromium (Cr"*^) 0.05 Nonmandatory, but recommended, limits are as follows: Copper (Cu) 3.0 Iron (Fe) and manganese (Mn) together 0.3 Magnesiimi (Mg) 125 Zinc (Zn) 15 Chloride (Cl) 250 Sulfate (SOi^) 250 Phenolic compounds in terms of phenol 0.001 Total solids, desirable 500 permitted 1,000 * The California State Board of Public Health has specified maximimi limitations for fluoride ion concentrations as follows: Approximate mean Maximum mean monthly annual temperature, fluoride ion concentration, in degrees F in parts per million 50 or less 1.5 60 1.0 70 or more 0.7 The relationship of infant methemoglobinemia to nitrates in water supply has led to recommendations that limitations be s.et for nitrates in drinking water. 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S .. 9 tQ r-l » T) -t* iH «H +» XI r-l C 0} o CO to ^ +> ^ r-l »H o -o o O 6- « W CM O ^ n to O " ^ a ^ u ^ i a CM a, o z: c *H n +3 C [k. o 3 fj ■■ ■■ •• •• •• +* c^ s s o u •• •• - ■• •• r-t O J- O t/; •1 •• •« •• •• c^ o o •• •« •• •« •• t»N O O •• •• •• ** ti f ~ ^ ."? -?f "• ol o ■■•«•«•• •• •• ^■o_ o o ■a^o Si CM ;« r ON CO C^ Lf\ CM C4 ON U^ CO r^ rvco ^ CM O rH CM \X) 1 CM «M \o ^ s O O o o o CO 03 rv ON CM ,-t astrt CM ^ I t 5^ CO o\ CVI CM 5^ 9 •a i: r^ III'* I I LPi ON S5 CO OO s CM C^ UN UN (JN +> ON CM o c O UN • • • o • • O iH iH 3 rH rH >-l J- J± O O UN t^ CM +> \o J- ^ rt 0, Q CO CM O f^ ^ r-* rH +> ON o VO ff l^CM iH O C^ •i rH O c\-3- C^ « rH C^ O rH OO \o CM i2S CM CM O cn CO ON c^ 1 1 o a\ CM 5^5^ 5^ -?^¥< rH O o CTN UNO cr\ ON NOVO •-i rH NO rH rH SnR f:.^ c<^ OO CM CN UN NO ■f^ 5 B fl e £ rH 55 ITv NC NO 5 5? 2J. o. £.2 as 31 -68- suspended solids and biochemical oxygen demand of influent to and effluent from the plant showed a removal efficiency of 89 to 97 percent for suspended solids, and 52 to 73 percent for biochemical oxygen demand. Average concentrations computed from the analyses of the daily composite samples, show a change from a predominately sodium- calciijm bicarbonate type of waste water at the influent to a sodium-ceilciiun sxilf ate -chloride type at the effluent. This change in predominant anions from the influent to the effluent may be attributed to the addition of alvmiinum sulfate used as a flocculajit at the Valley Settling Basin. Analyses of the more mineralized influent flows (high electrical conductance and/or chloride samples) showed no consistency in mineral character. The mineral character of the daily composite samples of the influent varied, in order of abundance, from a sodium- calcium bicarbonate type to a sodium- ammonium bicarbonate type. Analyses of the daily composite samples of the effluent indicated that the flows were principally sodium- calcium sulfate- bicarbonate, but included sodiijm sulfate- chloride type waters. The average concentrations of 693 parts per million total dissolved solids, 109 parts per million chloride, and 368 parts per million chlorides plus sulfates, and 1.10 parts per million boron in the effluent during the period of sampling were within suitable limits for reclamation. On Plate 6 it may be noted that the range of hourly measurements of electrical conductance for the week of sampling varied from a minimum of 87O to a maximum of 1,^50 micromhos for the influent. The average daily values weighted by flow for the same period ranged from 1,020 to 1,120 micromhos. For the effluent, the hourly variations ranged from 1,000 to l,4lO micromhos, and the average daily values ranged from 1,120 to 1,190 micromhos. The average -69- daily chloride concentrations varied from 7^ to 100 parts per million for the influent and 82 to 110 parts per million for the effluent. Studies were made of improving the mineral quality of the effluent from Valley Settling Basin that would result if the more mineralized flows were rejected. If flows with electrical conductance exceeding 1,220 micromhos had been rejected, the resulting daily average electrical conductance would have varied from 1,110 micromhos to 1,170 micromhos, with a weekly average of 1,1^+0 micromhos (one percent reduction from that of normal flow) and a weekly reduction in quantity of discharge of 19 percent from the actual flow. Rejecting flows with em electrical conductance over 1,190 micromhos would have resulted in daily averages remging from 1,090 to 1,150 micromhos, with a weekly avereige of 1,120 micromhos (three percent reduction from that of normal flow) and a weekly reduction in quantity of effluent dischsu-ge of 31 percent. At this station the rejection of the more mineralized flows woiild not achieve a reasonable improvement in mineral quality without the loss of a large pro- portion of the flow- Analyses of a limited number of grab samples collected in May I960 and a cursory review of the changes in the sewered area and sewerage system indicate that there has been little change since 1955 in mineral quality of waste water originating in the San Fernando Valley. As will be discussed in Chapter VII, waste water from the San Fernando Valley now flows through two trunk sewers, the Glendale Outfall Sewer and the San Fernando-La Cienega Relief Sewer. The mineral quality of flow in the latter trunk sewer is some- what better than in the former, however, flow in the Glendale Outfall Sewer near the Valley Settling Basin is still suitable according to the reclamation criteria. -70- Glendale Outfall Sever at Partridge Avenue . This sampling station was established downstream of the Valley Settling Basin at a point on the Glendale Outfall Sewer where it carries nearly the entire waste water flow from the San Fernando Valley. The flow past this station constituted about 20 percent of the flow through the Hyperion Treatment Plant. During the week of sampling, flows at this station varied from a weak to strong waste water, with suspended solids averaging 113 parts per million, biochemical oxygen demand ranging from 200 to 350 parts per million, and grease ranging from 2 to 3^ parts per million. Analyses of the more mineralized flows show that they were prin- cipally sodium -ammonium bicarbonate in character, but included sodium bicarbonate, sodium-calcium bicarbonate, sodium-calcium bicarbonate -sulfate, and sodiun-calcium bicarbonate-chloride types. The analyses of the daily composite samples, however, consistently indicated a sodium-calcium bicar- bonate type of water. According to the reclamation criteria, these waste water flows were suitable for reclamation, with average concentrations of 62^1 parts per million total dissolved solids, 103 parts per million chloride, 212 parts per million chloride plus sulfate, and O.96 parts per million boron. Prom Plate 7 it may be noted that the hourly electrical conductance for the week varied from a minimum of 87O microrahos to a maximum of l,i»-20 micromhos. The average daily values for the same period ranged from 1,030 to 1,080 micromhos. The average daily chloride concentrations varied from 79 to 101 parts per million. The mineral quality of a possible diversion from this station would be slightly improved if the more mineralized flows were bypassed, but only at the expense of rejecting a large proportion of the flow. If flows with -71- electrical conductance exceeding 1,100 micromhos had been rejected, the resulting daily averaige electrical conductance would have varied from 990 to 1,030 micromhos with a weekly average of 1,010 micromhos (fovir percent lower than that of normal flow), and a weekly flow reduction of 27 percent. Re- jecting flows with an electrical conductivity over 1,050 micromhos would have resulted in daily averages ranging from 960 to 1,030 micromhos, with a weekly average of 1,000 micromhos (five percent lower thaji that of normal flow), and a weekly flow reduction of h6 percent. Glendale Outfall Sewer at Mission Road . As noted in Chapter III, flow in this tinink sewer was sampled in this area at two stations at Fourth Street and Mission Road and at Eighth Street and Mission Road. During the sampling program, the flow at Fourth Street and Mission Road constituted approximately 82 percent of the flow at Eighth Street and Mission Road, and 19 percent of the total flow through the Hyperion Treatment Plant. During the week of sampling, the flow at the Fourth Street and Mission Road station varied from a weak to a strong waste water with suspended solids averaging 1^7 parts per million, biochemical oxygen demand ranging from 150 to 290 parts per million, and grease ranging from 12 to U2 parts per million. On the basis of fewer samples, the flow at the Eighth Street and Mission Road station varied from a weak to a strong waste water, with suspended solids averaging 135 parts per million, biochemical oxygen demand ranging from 250 to ^0 parts per million, and one sample indicating 6 parts per million grease. Analyses of the more mineralized flows show that they were princi- pally sodiian bicarbonate and sodium bicarbonate- chloride in chsuracter, but also included sodivm- calcium bicarbonate, sodium- calcium bicarbonate-chloride, -72- and sodium chloride-bicarbonate type waters. Analyses of the daily samples showed that the flows were principally sodiian-calcixom bicarbonate and sodium bicarbonate in character. An average of the analyses of the daily composite samples indicates a sodium- calcium bicarbonate type water. Although sodium still was the predominant cation in the flows at Eighth Street and Mission Road, that was a decrease in the concentration of bicarbonate ions which made the flows a sodium chloride-bicarbonate type. It is interesting to note that the decrease in bicarbonate ions was marked by average net increases of 90 parts per million nitrate ions and 3^ parts per million sxilfate ions, with no appEirent change in chloride concentration. This phenomenon reflects the effect of storage on the samples from the Eighth Street and Mission Road Station between the time the samples were collected and the time they were analyzed . According to the reclamation criteria, the flows at Fourth Street and Mission Road were suitable for reclamation with 736 parts per million total dissolved solids, 133 parts per million chloride, 2^9 parts per million chloride plus sxilfate, and O.78 parts per million boron. It may be seen from Plate 8 that the hourly measurements of electrical conductance for the week varied from a minimum of 9k2 to a maximiim of 2,079 micromhos. Average daily values ranged from 1,110 to 1,250 micromhos. The average daily chloride concentrations varied from 93 to 1^0 parts per million. The mineral quality of a possible diversion from this station would be improved if the more mineralized flows were bypassed, but again only by rejecting a large proportion of the total flow. If flows with an electrical conductance exceeding 1,300 micromhos were rejected, the resulting daily average electrical conductance would have varied from 1,110 to l,l80 micromhos -73- with a weekly average of 1,1^+0 micromhos (six percent reduction from that of normal flow), and a weekly flow reduction of 22 percent. Rejecting flows of over 1,200 micromhos of electrical conductance would have resxilted in daily averages ranging from 1,040 to 1,120 micromhos, and a weekly average of 1,090 micromhos (ten percent reduction from that of normal flow), and a weekly flow reduction of ko percent. Several grab samples were obtained from the sewer at Fourth Street and Mission Road during May I960 to determine what changes in mineral quality of waste water have occurred since 1955 • Analyses of these samples indicate that concentrations of many minerals have increased; however, the waste water is still suitable for reclamation according to the criteria noted in Table 9- North Outfall Sewer . During the sampling program flows through the North Outfall Sewer at Manhole No. 1 constituted about 80 percent of the flow through the Hyperion Treatment Plant. Flows at Manhole No. 1 varied from a weak to a strong waste water with suspended solids avereiging 1^9 parts per million, biochemical oxygen demand ranging from 18O to 315 parts per million, and grease ranging from 5 to 19 parts per million. Analyses of the more mineralized flows indicated that they were principally sodium bicarbonate- chloride in character, but included sodium chloride-bicarbonate and sodium- calcium bicarbonate- chloride type waters. Likewise, analyses of the daily composite samples indicated that the flows were predominately sodiim bicarbonate- chloride and sodium chloride-bicarbonate in character. The concentrations of 775 parts per million total dissolved solids, I6U psurts per million chlorides, 303 parts per million chlorides plus sulfates, and 1.26 parts per million boron made these flows suitable for reclamation. -Ik- On Plate 9 it may be seen that the hoiirly electrical conductance for the week varied from a minimum of 1,050 to a maximiim of 1,500 micromhos. Average daily vEilues ranged from 1,190 to 1,300 micromhos. The daily average chloride concentrations varied from I36 to 172 parts per million. The mineral quality of a possible diversion from this station vould be only slightly improved if the more mineralized flows were bypassed resulting in a large reduction of usable flow. If flows with an electrical conductance exceeding 1, 3OO micromhos had been rejected, the resulting daily average electrical conductance would have varied from l,l80 to 1,220 micromhos with a weekly average of 1,200 micromhos (three percent reduction from that of normaO. flow) and a weekly flow reduction of 21 percent. Rejecting flows with an electricsLL conductajice over 1,200 micromhos would have resulted in a daily average conductance ranging from 730 to l,l80 micromhos with a weekly average of 1,090 micromhos (12 percent reduction from that of normal flow), and a weekly flow reduction of 60 percent. Central Outfall Sewer . A sampling station near Florence and Ash Avenues in Inglewood was established to determine the quality of sewage in the CentreLL Outfall Sewer upstream of the junction with the North Outfall Sewer. Flows at this station represented l**^ percent of the flow to the Hyperion Treatment Plant. During the week of sampling, the flows at this station varied from a weak to strong waste water with suspended solids averaging 233 parts per million, biochemical oxygen demand ranging from I70 to 4l0 parts per million, and grease ranging from 5 to I6 parts per million. -75- Analyses of the more mineralized flows indicated that they were principally sodiiim chloride-bicarbonate in character, but also included sodium chloride and sodium bicarbonate- chloride type waters. The daily composite samples were predominately sodium bicarbonate- chloride in character. The weekly average concentrations of 790 parts per million dis- solved solids, 165 parts per million chloride, 313 parts per million chloride plus sulfate, and 1.11 parts per million boron were all within suitable limits for reclamation. From Plate 10 it may be noted that the hourly measured electrical conductance for the week varied from a minimum of 952 to a maximum of 2,020 micromhos. Average daily values ranged from l,l6o to 1,350 micromhos. The average daily chloride concentrations varied from 113 to I98 parts per million. The mineral quality of a possible diversion from this station would be slightly improved if the more mineralized flows were bypassed, but only after a large reduction in the total usable flow. If flows with an electrical conductance exceeding 1,^00 micromhos had been rejected, the resulting daily average electrical conductance would have varied from 1, 160 to 1,250 micromhos with a weekly average of 1,210 micromhos (six percent reduction from that of normal flow), and a weekly flow reduction of 22 percent. Rejecting flows with an electricaLL conductance exceeding 1, 300 micromhos would have resulted in a daily average conductance ranging from l,06o to l,l80 micromhos, with a weekly average of 1,150 micromhos (11 percent reduction from nonnal flow), and a weekly flow reduction of kS percent. Venice Pumping Plant . The waste water from Venice Pumping Plant constituted about six percent of the totaJ. inflow to Hyperion. -76- The mineral quality of the Venice Pumping Plant discharge is markedly affected by the infiltration of ocean water into the sewerage system. As a result, the discharge from the pumping plant is consistently sodivun chloride in character. This flow is unsuitable for reclamation according to the reclamation criteria since it contained an average -value of 3^500 parts per million total dissolved solids, 1,510 parts per million chloride, 1,90^ parts per million chloride plus sulfate, and 1.23 parts per million boron. Varia- tions of electrical conductance and chloride ion concentration during the week ajre shown on Plate 11. Hyperion Treatment Plant . The influent, effluent from the primary clarifiers, and the final effluent of the Hyperion Treatment Plant were sampled every hour for a period of one week. During the fiscal year 1953- 5^> the influent varied from a medium to a strong waste water, with monthly average values ranging from l8^ to 278 parts per million biochemical, oxygen demand, and 253 to 377 parts per million suspended solids. Reductions of 10 to k2 percent in biochemical oxygen demand, and 35 to 53 percent suspended solids were effected by the primary treatment. The average monthly overall efficiency of the plant was 66 to 80 percent for biochemical oxygen demand removal and 7^ to 83 percent for suspended solids removal . Analyses of the more mineralized influent consistently showed a sodium chloride type water. Analyses of daily composite samples consistently indicated a sodiiim chloride-bicarbonate type water for both the influent and final effluent. Analyses of the daily composite samples of the primary effluent indicated that the flow was principally sodiimi chloride-bicaxbonate, but varied to a sodium bicarbonate-chloride type water. -77- During the veek of sampling, the final effluent from the Hyperion Treatment Plant contained an average of 9OO parts per million total dissolved solids, 392 parts per million chloride plus sxilfate, and O.89 parts per million boron. Although these constituents were within the suitable limits for reclamation, the chloride concentration of 237 parts per million made the final effluent suitable to marginal for reclamation. Plate 12 shows hourly measured values of electrical conductance during the week of sampling. Fluctuations of the electrical conductance and chloride concentration curves are dampened from the influent to final effluent as the sewage flows become more uniform through mixing in the plant. The mineral quality of a possible diversion from this station would not be improved to any material extent if the more mineralized flows were bypassed without a great reduction in the total usable flow. If the final effluent flows with an electrical conductance exceeding 1, 6OO had been re- jected, the resulting daily average electrical conductance would have varied from 1,1+60 to 1,550 micromhos, with a weekly average of 1,14-90 mlcromhos (about one-half percent reduction from that of normal flow), and a weekly flow reduction of seven percent. Rejecting flows of over 1,550 micromhos would have resulted in daily averages ranging from 1,14-30 to 1,510 micromhos, with an overall average of 1,14-70 micromhos (two percent reduction from that of normal flow), and a weekly flow reduction of 29 percent. The quality of influent to the Hyperion Treatment Plant could be improved by excluding the flow from the Venice sewer. This would have resulted in a six percent reduction in quantity of influent, and reduction of 21 percent in total dissolved solids, 35 percent in chlorides, and 29 percent in chlorides plus sulfates. Computations of the effect of pre- venting flow from the Venice sewer from mixing with other flow through the Hyperion Treatment Plant are presented in Table 12. -78- TABLE 12 IMPROVEMENT OF MINERAL QUALITY OF HYPERION TREAIMENT PLANT INFLUENT BY EXCLUDING FLOW FRCM THE VENICE SEWER : : Constituents, in parts per million : Average; Designation of flow, in: Total •Chloride flow cubic idissolved feet per: solids second : Chloride ■ plus ■ sulfate Boron Hyperion Treatment Plant Influent Flow through the Venice Pumping Plant Hyperion Treatment Plant Influent less flow through the Venice Pumping Plant^ Flow from the North Outfall and Central Outfall Sewers^ 361 853 2k7 365 1.1 23 3^500 1,510 1,900 1.2 338 673 161 260 1.1 3^2 772 16k 30i+ 1.2 a. Calcvilated The minerELl quality of the final effluent from the secondary facilities at Hyperion Treatment Plant has not changed appreciably in the five years since the sampling program was conducted even though the operation of the plant was modified as will be discussed in Chapter VII. Analysis of one 24-hour composite sample of final effluent indicates a significant reduc- tion of chloride ion concentration, possibly resulting from the elimination from the effluent of a large percentage of the flow from the Venice Trunk Sewer. The effluent is now classified as suitable for reclamation. Terminal Islsmd . During the period of sampling, the effluent from this plaxit contained suspended solids averaging 31 parts per million, and -79- grease varying from two to eight parts per million. As a result of sea- water intrusion into the sewers discharging to this plant, samples consistently indicated water of sodium chloride type. Average values of 2,^+30 parts per million total dissolved solids, 1,012 parts per million chloride, 1,231 parts per million cliloride plus sulfate, and 2.2 parts per million boron rendered these waste water flows unsuitable for reclamation according to the reclamation criteria. Variations of electrical conductance and chloride ion concentration during the week of sampling are shown on Plate 13 • County Sanitation Districts of Los Angeles County The waste water discharged through the districts' outfall at ^Vhites Point constituted Uo percent of the total ocean disposal of waste water from the Los Angeles Metropolitan Area during 195'<--55- The mineral quality of the flow entering the Joint Disposal Plant of the County Sanitation Districts of Los Angeles County is considerably poorer than the flow entering the Hyperion Treatment Plant of the City of Los Angeles. A major portion of the sewered area served by the districts' outfall is supplied with water containing more than 300 parts per million total dissolved solids, while water supplied to the City of Los Angeles generally contained less than 300 parts per million total dissolved solids. Moreover, there are a relatively large number of mineralized industria] waste discharges to the County Sanitation Districts' sewerage system. There are, however, upstream points in the districts' system where the mineral quality of the waste water flow is relatively unaffected by industrial waste discharges. To aid in the selection of sampling stations, a preliminary grab sampling program was first conducted. On the basis of the results from this -80- program and data on the major industrial waste discharges to the County Sanitation Districts' system, four sampling points were selected for a week-long sampling program. The locations of these stations are shown on Plate 2. Analyses of grab and daily continuous samples from these four stations in the Coiinty Sanitation Districts' system are presented in Table E-7, Appendix E. The analyses indicate that the electrical (^.onductance and chlorides increased together. The effect of industrial waste dis- charges was observed to vary between different stations. Spectrographic analyses of weekly composite samples from each station are presented in Table E-8, Appendix E. Since they are qualita- tive determinations, the values of selected constituents were not given as much weight as those of the trace metals analyses, presented in Table E-2 ajid were merely used as a check. Complete mineral analyses are presented in Table E-9, Appendix E, and analyses for biochemical oxygen demand and phenol are presented in Table E-10. Hydrographs showing the temporal variations in selected flows appear on Plate ik, and pictorial comparisons of selected mineral constitu- ents in the daily continuous samples are presented in Plate l8. A summary of the maxiinum, minimum, and average (weighted by flow) of each mineral constituent in the daily continuous samples is presented in Table I3. Joint Outfall "B" . This outfall serves the San Gabriel Valley area. The sampling station on this trunk sewer is at the intersection of Loma Avenue and Klingerman Street near Whittier Narrows . Flow past this station amounts to I7 percent of the total flow into the Districts' Joint Disposal Plant. -81- Ss • • T) cu o o m Or- ganic nitro- gen 0) •82 b. a ■^ as ^ • -3 «» iH ■H +> .Q rH • d o t/1 a T3 B (d a > -rt +1 -rH r-t r^ O -O O o t- a a ""y " •H § -g a 2 5 c 1 - 5 •• s ^ I-t o •• *• •• •• ■• in .. .. .^.. .. u ■• •« •• •• •• ■• »• •« •■ •• <4 o O IT* W 04 >9J 32 CM O r^ oo j3- *v • « O O c>^ ON *, CO C^ iH CM Si iH CM so ^s O O ITN in 5 I-t ir\ •H rH SO to C4 CM J* o ^ CM M 1 iH CM CM CO t-~ irsciN o CO i 35 ^ • • • +> • • • iH CM iH so r-l CM M e^f- CO u a I-* ir\ ir> iH 1 s IH O O o • O O o COCO r4 t. CM CM as • • • +> • • • o j- CM in •o 1 O iH o O UN C^ O VO C4 :3 ^» Sn § •3;-s S f-t f-l r4 rH C^ • ► S UNVD \f. SlvP ^ SO J- a iH CM I-t •a CN • %4 1; en IfN ITS OO 5 O O O O t O O o CM ON CO o I-t IfN o c^J- C^ u: CM VO en 7!;-?v O 9 ^ OO N CM 1 f^VO CM CM CM ONf^ CM 5 pHCO J3- r^ CM CM CM C4 CM o ^ gl^ ee h H a a jB r-l fi B d '■M 2: > -82- During the week of sampling, flows at this station varied from a weak to a strong waste water, with suspended solids averaging ifll parts per million, and biochemical oxygen demand ranging from 60 to 2^0 parts per million . The predominant mineral constituents in these flows avereiged from the analyses of the daily samples were sodiimi, bicarbonate, and sulfate. Analyses of daily samples indicated that the flows were principally sodium bicarbonate- sulfate in character, but included sodium bicarbonate types. The effect and timing of industrial waste discharges were noticeable at this station. Analyses of grab samples indicate that the range of chloride concentrations in the flows ordinarily varied from a low of 100 parts per million during low flows to a high of 165 parts per million during high flows. According to the reclamation criteria these sewage flows were suitable for reclamation, since the weekly average of total dissolved solids was 698 parts per million, chloride averaged 104 parts per million, chloride plus sulfate averaged 270 paurts per million, and boron averaged 0.73 parts per million. Several grab samples collected at this sampling station during I96O indicated no significant change in the mineral quality of the waste water flows in this trunk sewer. South Whittier Outfall . This outfall serves the City of Whittier and vicinity. The sampling station on this trunk sewer is south of Imperial Highway on Carmenita Road. Flow at this station amounts to about three percent of the total flow discharged to the ocean from the Joint Disposal Plant. .83- During the week of sampling, the flows at this station varied from a weak to a strong waste water with suspended solids averaging 979 parts per million, £ind biochemical oxygen demand raiiging from 55 to 270 parts per million. Analyses of daily continuous samples showed that the flows were principally sodium bicarbonate- sulfate in character, but included sodium chloride-bicarbonate, and sodiTjm bicarbonate-chloride types. The pre- dominant mineral constituents in these flows, averaged from the analyses of the daily samples, were sodium chloride-bicarbonate ions. At this station, also, the effect of industrial waste discharges on the waste water flows appeared. The chloride concentrations ranged as high as 500 parts per million during low flow to as low as 120 parts per million during high flows. This relationship indicated an off-peak industrial waste discharge as compared with the on-peak industrial waste discharge noted in the discussion of Joint Outfall "B" . These waste water flows were suitable to marginal for reclamation according to the reclamation criteria since the weekly average for total dissolved solids was 888 parts per million, chloride averaged 2^46 parts per million, sulfate plus chloride averaged 333 parts per million, and boron averaged 1.2 jarts per million. A limited number of grab samples collected at this sampling station in I960 indicates that the mineral quality of waste water in this tr\ink may have degraded and is now marginal according to the reclamation criteria. Joint Outfall "g ". The sampling station on this trunk is west of the intersection of Bort Street and Gale Avenue in the North Long Beach area. -81^. The flow past this station amounted to about 11 percent of the toteLL dis- charge to the ocean from the districts. During the week of sampling, the flows at this station varied frcm a medium to a strong waste water with suspended solids avereiging 69O parts per million, and biochemical oxygen demand ranging from 13O to 26o parts per million. Analyses of daily continuous samples showed that the flows were principally sodium sulfate-bicaxbonate and sodium sulfate in character. The predominant minersil constituents in these flows as averaged from the ajialyses of the daily samples were sodium sulfate-bicarbonate ions. Analyses of grab samples collected at periods of high and low flows during the week of sampling indicated no regular time of industrial waste discharge. These waste water flows were marginsil for reclamation according to the reclamation criteria since the weekly average values of total dis- solved solids were 1,3^0 parts per million, chlorides 157 parts per million, chloride plus sulfate 613 parts per million and boron 1.8 parts per million. Joint Outfall "E ". The sampling station on this trunk is north of Greenleaf Drive on Alameda Street in the Compton eirea. The flow passing this station constituted about seven percent of the total discharge to the ocean by the County Sanitation Districts of Los Angeles County. During the week of sampling, flows at this station varied from a weak to a strong waste water with suspended solids averaging 1,070 parts per million, and biochemical oxygen demand ranging from 65 to 38O paxts per million. .85- Analyses of daily continuous samples indicated that the flows were principally sodium chloride -"bicarbonate in character, but included sodium bicarbonate-chloride types. However, an average of the analyses of the daily continuous samples indicated a sodium chloride -bicarbonate type water. Analyses of grab samples collected during the week of sampling indicated no consistent variation in chloride concentration. This is because of the irregular time and amount of industrial wastes discharged. One grab sample collected during high flows contained 965 ppm chloride. This was 16? percent higher than the next highest chloride concentration, indicating how industrial waste discharges may grossly deteriorate the mineral quality of waste water flows for a short period of time . The waste water flows as a whole were marginal for reclamation according to the reclamation criteria as the weekly averages of the analyses showed 1,150 parts per million total dissolved solids, 271 parts per million chloride, ^4-68 parts per million chloride plus sulfate, and 1.6 parts per million boron. County Sanitation Districts of Orange County IXiring the week from March 20 through March 27, 195 5 > a detailed sampling program was carried out at the two primary sewage treatment plants of the County Sanitation Districts of Orange County. The locations of these plants are shown on Plate 2. The total flow from these two plants constituted about five percent of the total ocean disposal of waste water from the Los Angeles Metropolitan Area during 195'<--55« Complete mineral analyses are presented in Table E-11, Appendix E. A summary of the analyses of daily composite samples is presented in Table Ik. Phenol and sajiitary analyses are presented in Tables E-12, and E-I3, Appendix E. -86- g' a. o o • i-i 1 ' " r f- X c o .. .. „ „ .. • -rt M 'ri O ^ O O e- _^ • • C4 O w< Ui a ""}" " " " o ■H et. f* rH fl c^ (- O 2 . - ^ .. .. a 1 s a" ■H m c • .. ^ ~ M M $ •H O +> O a O •«•••• M *• u c^ o u J- g :>: ^ s ^ o *■ "^ ~ o " flUo s t? >^ CO CM ^ OO o IT' O O A OS o o \0 ^N OS o ^ ON CJ OO I ^ o o o •f C4 O O o CO o\ §> X o o M ir\o o o lf\ O iH w rH 1 ^ OS OO St OO e4 ■e o & O VO OO tM CM & § CM ^ 3 rH «4 VO C>l ir\ CN<^ V£ t^ o\ CO ^ o t«. C^C^ c^ C4 ir\ ^ o o rH Ck ^55 CH CH £ rH O O CO U\ t-^OO UN NO ■S M en o en V en o tn § ITS c>J rH ^R OO •3-ai i^ -87- It has already been pointed out that the large quantities of oil field hrines ordinarily discharged to this sewerage system were all diverted to Plant No. 2 during the sampling program. Under this arrangement, only the primarily domestic flows from the Cities of Santa Ana and Costa Mesa were treated at Plant No. 1. The remainder of the flows, including oil field "brines, were treated at Plant No. 2. The rate of flow through Plant No. 1 during the week of sampling amounted to about 28 percent of the total discharge by the districts to the ocean during that period. Plant No. 1 . During the week of March 20 through March 26, 1955, analyses of three daily composite samples of the effluent showed a range of 0.06 to 0.08 parts per million phenol. These values exceeded the upper limit of 0.001 parts per million for phenol given in the United States Public Health Service Drinking Water Standards for mineral constituents in water for domestic use. Average concentrations of sulfate for the V7eek exceeded the nonmandatory limit of the drinking water standards by about nine percent, and total dissolved solids exceeded it by three percent. The trace metals, copper, manganese, chromium, iron, lead, zinc and arsenic, and the common constituents magnesium and chlorine all conformed to the drinking water standards . Monthly averages during the period of July through December 195*+ indicated that the effluent from Plant No. 1 contained 103 to ll8 parts per million suspended solids, I98 to 251 parts per million biochemical oxygen demand, and 33 to 49 parts per million grease. During the week of sampling these waste water flows were suitable to marginal for reclamation, with weekly averages of 1,030 parts per million total -88- dissolved solids, I90 paxts per million chloride, k62 parts per million chloride plus sulfate, ajid 0.6 parts per million toron. Plate I9 presents in graphical form the values of selected mineral constituents found in the weekly composite samples, the daily composite samples, and the grab samples with the highest electrical, conductance and/ or chloride for the day. It has been mentioned that the quality of water supplied to a sewered area combined with mineral pickup through normal domestic and in- dustrial uses affects the quality of the resultant waste water. A major portion of the Ssmta Ana-Costa Mesa area is supplied with Colorado River water, which contains more dissolved minerals than the local well water. Colorado River water supplied to the sewered area in March of 1955 contained 81 parts per million chloride, and 660 parts per million total dissolved solids. Analysis of the weekly sample from Plaint No. 1 showed I92 parts per million chloride and 1,010 parts per million total dissolved solids. This indicates a mineral pickup of 111 parts per million chloride and 350 parts per million total dissolved solids, both of which were somewhat above the normal range presented in Table 7- There are plans to sewer new industries throiigh Plant No. 2 so it may be possible to prevent further deterioration of the influent to Plaxit No. 1, but the more drastic segregation of industrial wastes in the Santa Ana-Costa Mesa area that would be necessary to reduce the present mineral pickup may not be feasible. Plant No. 2 . This treatment plant is located near the Pacific Coast Highway smd the Santa Ana River. IXiring the week of sampling, about 72 percent of the total, flow from the districts was treated at this plant. Analyses of daily composite samples from the effluent during the week of March 21 through March 27, 1955, indicated that the flows were -89- consistently soditun-chloride in character. The oil field brines diverted to this plant diiring the sampling program accovmted for this. During the sampling program the effluent was \msuitable for reclama- tion, and Class 3/ injiirious to xxnsatisfactory, for irrigation. The average ajialyses for the week as computed from the daily composite samples showed 3,756 parts per million total dissolved solids, 1,802 parts per million chloride, 2,062 parts per million chloride plus sulfate, 4.0 parts per million boron, and 82 percent sodium. Minor Flows The waste water flows from the City of Seal Beach, United States Naval Ammunition and Net Depot, Los Alamitos Naval Air Station, and Sunset Beach Sanitary District constituted approximately 0.1 percent of the total flow from the Los Angeles Metropolitaji Area in 1955- Because these flows form a very smaJ.1 part of the total waste water flow from the Los Angeles Metropolitan Area, the discussion of the quality of the flows from each of these minor discharge areas is brief. This discussion is based on results of sampling programs undertaken for earlier investigations. It may be noted that all the samples of the minor flows were grab samples except the one for the City of SeeLl Beach, which is an analysis of a seven-day composite sample. Table E-l4, Appendix E, presents ccmplete mineral analyses of samples of the four minor discharges. City of Seal Beach . Analysis of a seven-day composite sample of waste water flows from the City of Seal Beach indicated a sodiimi chloride- bicarbonate effluent. This effluent was suitable for reclamation, with 243 parts per million chloride plus sulfate, 0.6 parts per million boron, I80 parts per million chloride, and 69I parts per million total dissolved solids. The discharge was Class 3 for irrigation because of the 76 percent sodium. -90- Siinset Beach Sanitary District . The waste water flows from this district were affected by salt water infiltration of the sewers, as evidenced ty the high concentrations of sodium chloride ions. These flows were there- fore unsuitable for reclamation, and injurious to unsatisfactory for irrigation. The flow contained 6,863 parts per million total dissolved solids, 3,i^20 parts per million chloride, 3,709 parts per million sulfate plus chloride, and 0.8 parts per million boron. Los Alamitos Naval Air Station . The principal mineral constituents in the waste water flows from Los Alamitos Naval Air Station, judging from one grab sample, were sodiimi-calciian bicarbonate ions. These flows were suitable for reclamation, and excellent to good for irrigation, with values of 27 parts per million chloride, 68 parts per million chloride plus sulfate, 0.2 part per million boron, 379 parts per million total dissolved solids, emd k& percent sodiimi. United States Naval Ammunition and Net Depot . The principal mineral constituent of the waste water flows from the United States Naval Ammunition Euid Net Depot based on a grab sample was sodium bicarbonate. These sewage flows were suitable for reclamation, with 71 parts per million chloride, 112 parts per million chloride plus siilfate, 0.1 part per million boron, suid 539 parts per million total dissolved solids. The discharge was Class 2 for irrigation purposes because of the 7^ percent sodiian. Suamiary of Mineral Quality of Waste Waters A svmmary of mineral quality of waste waters at selected sampling stations in the four major sewerage systems in the Los Angeles Metropolitan Area and results of comparison of average analyses with standards for larban ■91- and agricultural use is presented in Table 15. The mineral quality of waste waters from the area is depicted graphically on Plate h, A summary of analyses for trace constituents in the waste water from each of the sampling and flow measurement stations established is presented in Table l6. Mandatory and recommended drinking water standards established by the United States Public Health Service in I9U6 are also pre- sented as a standard of comparison. Future Mineral Quality of Waste Water In planning long-term projects for the reclamation of water from wastes, the future mineral quality may well be the most difficult factor to predict. Evaluation of existing quality can serve only as a guide to future quality. Factors which will improve the mineral quality of waste water available for reclamation are: increased use of water for domestic purposes (the per capita consumption of water has been steadily increasing in the past decade with resultant decrease in the mineral pickup); increased utilization of centrally regenerated water softeners in lieu of home regenerated softeners; the segregation of industrial wastes of poor quality and conveyance of such wastes in separate sewers; improvement in quality of water supplied to the sewered areas; and reduced infiltration of poor quality water as a result of better sewer construction. TCie use of centrally regenerated water softeners in lieu of home regenerated units will probably increase resulting in improved quality of domestic sewage. TSie average mineral quality of water supplied to the sewered areas is expected to degrade slightly as the importation of Colorado River water increases; however, the mineral quality will improve markedly with importation of large amounts of water from Northern California. -92- The eigencies responsible for providing the water supply and sewerage facilities in the area coiald do much to deter further degradation of the mineral quality of waste water by the complete or partial segregation of saline industrial wastes, emd the allocation of the better quality waters to areas upstream of potential reclamation plants. The legal problems associated with maintaining the quality of sewage are complex but are largely within the control of the agency owning and operating a sewerage system. An agency owning and operating a sewereige system has the legal right, within reasonable limits, to establish and enforce discharge requirements, and by so doing can effectively maintain the quality of sewage to be used in a reclamation project. Where sewage is diverted for reclamation under contract, conditions regarding maintenance of quality could be incorporated in the contract. It is believed that xinder an adequately planned and operated large- scale reclamation program, the present suitable mineral quality of sewage flows at diversion points proposed in Chapter VI of this report can be main- tained and probably improved. -93- ITl I a I O -H •H IW C +J 1-1 o Oj to -H •H cd cd u o u +> •H 5 >» ■H rH I a o •H >> -vH -p W H •H •H s -P M c Id OJ U ft ^ ■P C OJ u (U U ^H a a aj ^ O ft o CI •H pq O + rH O o CO Q o •H w a OJ w (1) H 02 o On O no ON ■P i) r-( +> +> 0) H CVJ ■p •w CO ON CVJ H CVJ no O J- OJ C\J OJ CVJ m CM to to in (U H >H >-| 5 CO ON CM PO PO -p •H CO VO CM O oo to to M 0) O (U 0) >1 s o >H (1) +> (U H H 0) ^ rH no C^ CM H CVJ CO CM • • • H H o CM ro -d- CM rH H o ON oo oo C7N rn CM ITN NO l/N O no t^ On t^ t~- C~ O f- ITNCVJ ir\^ OJ O ro OJ CVJ CM to CO CO CO CO CO to to CO (0 CO CO CO w CO CO CO to CO CO od cd cd cd (d cd Cd cd cd cd H H rH rH H H H r-i rH H U O O u a CJ o o O O O O o o o O o o O o a S s s s s s s s a 01 CO A) rH 0) H '^ rCl rO a Cd Id •H -P +J to •H •H 3 3 CQ crj CO " ro VO C^ H • • O H o no r- no CM no J- NO o J- H CVJ -9tt- I en w g^^ ^ a -H O <*H o •H ■p CO +J (S iQ as bO a) o h o ■p •H H •H CO O >> -p a o •H +> W •H C B -H S P Jh C (fl (U >H a. 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CM CO o ir\a\ 3 a\ rH Lf> Lf\ rH rH CO rH rH rH OJ m OJ D— CO t— CM VO rH _d- CO CO rH rH U^ CM CM CM O t-CO -d- CM • • • • 0000 O VO J- CTWO 1^ CM H CM CM CM VO H t— CO-d- CM rH H VO 0000 H C— VO VO O O O rH 0000 VO 00 CO rH CD CD CD CD d d O O O CD O CD dodo ,-t H ^ m r-i r-{ r-{ ^-^ 0000 • • • • 0000 CD •H d >M ^H -P S S 05 fl -p c > a (U fl a -d +J 0) f-l 05 s § "> ^i H P ft -p 05 ^1 > fc rH fl 0) t% P3 (1) CO 05 CO rH rH <« •rt 0) •H 0) «H H H xi a ^ -p P d 1^ 0) ttn CO -P "m 0) fl ■P 0) fl >i ft fl U H rH >H <: 3 3 H g w ^ 05 (U p t) -p fl fl fl ■H CO < •H 4) g g fl l-H 0) a > « EH -96- CO g M &^ 0\ U3 i CQ K ^ g § m o TJ 0) w re c 5 w •H EH CO -p M r! CO H o S J- o a ^ § s u re M S "^ M 5 S P^ Q CQ n^ a CO W CO Q feP3 O M & 5 o Sg §s o to OS --H -p .-I O O EH to O a CO ■s w a) fc H 2 ft 03 VO + u u (0 < f^ e o •H -p 5 c 03 o c o 03 -d -p CO CO on h" o rH H o o <1h o d o o O t^ T- LTN O O d d OJ Q c-vo OJ CM 9. OJ o CO O CD o o H CO OJ VO CD CD d d o o d d o o d d o o o o OJ s-^ -p -p 3 d >Jh cm ■p >i o 03 o 0) >» ft' £^ >i >% 03 p CJ tJ (U "iH tiD -97- San Gabriel Spreading Grounds CourtMy of Loa AngelM Coutr flood Control Dlstrlot spreading grounds . . . would be available for about ten months out of each year." CHAPTER V. POSSIBLE BENEFICIAL USES OF RECLAIMED WATER Markets for reclaimed water are prime factors in evsuLuating the feasibility of reclamation of water from wastes. This chapter discusses the possible beneficial uses of reclaimed water and the quality and quantity of reclaimed water which can be used. Present potential markets for the direct use of reclaimed water include industry, certain types of agriculture, and recreational facilities. Reclaimed water used to re- charge ground water aquifers and to repel sea-water intrusion would in- directly serve most beneficial uses. Some of the present water requirements of possible markets for the direct use of reclaimed water in the Los Angeles Metropolitan Area are presented in Table 17. The water requirements were computed by mul- tiplying the area of the proposed market by the unit water use value for that particular market. The areas of the proposed market were obtained from data collected during the land use surveys conducted by this depart- ment in Los Angeles County during 1955 and in Orange County during 1957 • The unit water use values were those presented in State Water Resources Board Bulletin No. 2. The probable ultimate requirements presented in Table 17 were derived also from data collected for preparation of State Water Resources Board Bulletin No. 2. The quantities presented in Table 17 represent the entire estimated requirements for these uses within the Los Angeles Metropolitan Area; therefore, these requirements should be regarded as the maximum probable demand for these uses. The places of use are dispersed through- out the area, and only those places of use which could be economically -99- served from possible reclamation plants should be considered potential markets. Therefore, the actual requirements of these types of use which could be met with reclaimed water will be less than the indicated maximum demand . TABLE IT ESTIMATED MEAN SEASONAL WATER REQUIREMEMTS FOR POSSIBLE USES OF RECLAIMED WATER IN THE LOS ANGELES METROPOLITAN AREA Qusmtity of reclaimed water required Possible use Under Under probable present ultimate conditions conditions 225,000 635,000 17.7 23.8 90,000 37,000 7.1 l.k 58, OOOb 221, 000= i+.6 8.3 Industrial and manuf ac tur i ng Acre-feet per year Percent of total water requirement Crops not directly Acre-feet per year consumed by humans^ Percent of total water requirement Parks Acre-feet per year Percent of total water requirement a. Pasture, alfalfa, and hay and grain. b. Miscellaneous - includes parks, cemeteries and golf courses, as well as types of water use such as schools which do not constitute a market for reclaimed water. c. Parks only. Industrial Use Certain industrial uses of water as in high quality paper manufacture and boiler feed make-up require a degree of mineral purity exceeding that specified in the United States Public Health Service Drinking Water Standards. Water suitable for domestic purposes often has to be treated to make it suitable for industrial purposes. It would -100- therefore be wise, before rejecting a possible industrial market on the basis of mineral quality, to compare the mineral quality of the reclaimed water to that of the regularly available supply. Proper treatment may make reclaimed water as suitable for these industrial purposes as present- ly used water supplies. Examples of the most likely potential industrial uses are cool- ing water, wash water, aind process water. Industries presently classified as potential users of reclaimed water include oil refineries, metsil rolling mills, paper manufacturing plants, aggregate processing plants, steam power plants, chemicsil plants, and rubber manufacturing plants. Assuming that for aesthetic and public health reasons direct domestic use of re- claimed water is not desirable, it follows that the use of such waters in food processing and related industries would be equally undesirable. Industrial use of reclaimed water would require a separate dis- tribution system to and within each plant. In general, it appears econom- ically feasible to supply only concentrated groups of industries which would constitute relatively large markets for reclaimed water. In the Los Angeles Metropolitan Area the concentrated industrial regions are centered about Vernon, Torrance, Wilmington, and El Segundo. It is estimated on the basis of a 1955 land use survey of Los Angeles County that the industrial water requirement in the four areas mentioned is about l6ii^,000 acre-feet per year. Preliminary studies of industrial water use suggest that three-fourths of the industries in these localities could utilize reclaimed water, and that the potential use of reclaimed water within any industry would be about two-thirds of its total water demand. This would mean that under 1955 cultural -101- conditions there is a potentied industrial market for reclaimed water approximating 82,000 acre-feet per year in the Los Angeles Metropolitan Area. The requirements by area axe estimated at l«-5,000 acre-feet in Vernon, 20,000 acre-feet in Wilmington, 11,000 acre-feet in Torrance, and 6,000 acre-feet in El Segundo. The qusintity of water required by a specific industrial plant depends on the products manufactured. The cost of the raw materials, the process involved in production, the availability and cost of water, and the effort of management to conserve water, either by re-use within indi- vidual plants or by actuail reclamation carried on at a central reclamation plant, will determine the quantity of water required at each industrial plant . The quality requirements for industrial purposes also vary according to the product manufactured. A general breakdown of industrial water quality requirements was presented in Chapter IV to establish criteria for reclamation of water from wastes. The general limits of mineral concentrations, physicsil characteristics, and bacterial quality for water used in industry eire listed in Table 8. Agricultural Use The amount of treatment required for protection of health when crops are irrigated with sewage is set forth in Sections 7897 through 7901 of the California Administrative Code, Title 17, Public Health. Effluent from a primary sewage treatment plant that is undisinfected may be used on nursery stock, cotton, and such field crops as hay, grain, rice, alfalfa, sugar beets, fodder corn, cow beets, and fodder carrots, provided that dairy cows are not pastured on the land while it is moist -102- from effluent irrigation and do not have access to ditches carrying sewage or effluent from the sewage treatment plant. This type of efflu- ent cannot be used on ajiy growing vegetables, truck crops, berries, vine- yards, or low-growing fruits and orchard crops during season when the fruit may be in contact with the ground. However, these restrictions do not apply to the use of well-oxidized, non-putrescible, and reliably dis- infected or filtered effluents which meet certain strict bacteriological steindards. These standards correspond approximately to those of the United States Public Health Service Drinking Water StEindards. The present and probable ultimate applied water requirements of crops not used directly by humans and therefore deemed suitable for irrigation with reclaimed water aire presented in Table 17. The crops in this category for which data are available axe pasture, alfalfa, and hay and grain. Under 1955 cultureil conditions, about 70 percent of the agricultural water requirement for crops not used directly for human consumption is for pasture; a good portion of which may be excluded from irrigation with reclaimed water because of the presence of dairy cows. In any case the proportion of the total water requirement represented by this potential msirket will substantially decrease under conditions of ultimate urbanization of the metropolitam area. Since the restricted agricultural use which survives urbanization must necessarily be widely dispersed, it is probable that a lairge- scale, separate distribution system to carry reclaimed water for agricultural use would not be econom- ically feasible in the Los Angeles Metropolitan Area. -103- Use for Recreationsil Facilities Irrigation of lawns, flowers, trees, and shrubs in parks and golf courses is a potential use for reclaimed water in the Los Angeles Metropolitan Area. Waste water has been reclaimed at a separate activated sludge treatment plant for use in Gfolden Gate Park in San Francisco since 1932. Water reclaimed from wastes is currently being used for irrigation of at least seven golf courses in Southern California ajid a number of similar projects are being planned. Table 17 shows the present £ind probable ultimate consiimptive water requirement for parks and simileir areas. This use constitutes a small part of the total water requirement under present conditions. Under ultimate conditions the water requirement for parks will increase substan- tially. In general, parks are too small and widely dispersed to be economically served by reclaimed water. Nevertheless, certain conditions might make the use of reclaimed water at recreational facilities economi- cally feasible. This would occur when a large recreational area is close to a reclamation plant, or when a recreational service area is within the same locale as an industrial service area and the two could be integrated. A good example of the first condition is Griffith Park located near the Valley Settling Basin. It is estimated that approximately 3,000 acre-feet annually might be utilized for irrigation in Griffith Park at the present time, and because the park is large, a much greater market is conceivable under ultimate conditions of development. As for the second condition, any large recreational area within the Vernon, Wilmington, Torrance, or El Segundo industriauL districts would be a potentied market for reclaimed water. -lOU- Water used for irrigating recreational facilities would have to satisfy mineral quality standards similar to those for agricultural use. Ground Water Basin Recharge Artificial spreading of surface runoff to recharge ground water basins has been practiced for many years in the Los Angeles Metropolitan Area. In spite of this artificial recharge, excessive use of the ground water has caused ground water levels to fall to elevations below sea level resulting in intrusions of sea water eilong the coastal margins of the metropolitan sirea. This critical condition might be alleviated if spread- ing operations could be increased and continued during the dry seasons by using reclaimed water. The most serious manifestations of overdraft axe exhibited in the coastal plain area where, in addition to an actual insuf- ficiency of recharge, the confined aquifers underlying a large portion of the coastal plain lack capacity to transmit ground water from recharge areas to areas of extraction at rates necessary to maintain ground water levels above sea level. The two direct methods of artificially recharging ground water basins are surface spreading and direct injection into ground water aqui- fers. The advantages of direct injection over surface spreading are reduced land costs, better control of the operation, and the elimination of nuisance. However, economic considerations make the surface spreading method preferable in areas of unconfined ground water. The Montebello Forebay Area is the principal area where recharge of the ground water basins of the Coastal Plain of Los Angeles County can be accomplished by surface spreading. The Los Angeles Forebay Area is essentially covered by streets and buildings and surface spreading for recharge would not be -105- possible vrlthout incurring substsmtial right-of-way costs. In Orange County, surface spreading of locaJ. and imported water for ground water recharge is practiced in the Santa Ana Forebay Area. Along the coastal margins of the metropolitan area the ground water aquifers are confined and artificial recharge can only be accomplished by injection. This method is particularly important in the formation of ground water mounds as a barrier to sea-water intrusion. This potential use for reclaimed water is discussed in a later section. Although it would appear that the spreading of sewage for recharge of ground water basins would be the best method of effecting beneficial use of reclaimed water, there are several factors to be con- sidered in evaluating the practicability of such a program. Among these factors are the possibility of polluting the receiving ground water, availability of land areas for spreading grounds, recharging capacities of the spreading grounds, availability of underground storage capacity for the regulation and distribution of reclaimed water, and maintenance of a favorable salt balance in the ground water basin. Possible Pollution of Receiving Ground Water There have been many investigations to determine the rate of travel of pollution through soils. The downward movement of bacteria with percolating water has been shown to be very limited and of little Impor- teince by experiments under field and pilot plant conditions. "^ ^ ' It must, however, be presumed as a safety factor that under certain condi- tions some organisms will reach the ground water. For this reason, the proximity of downstream wells should be considered when determining the suitability of spreading grounds for spreading water reclaimed from wastes. -106- Since water recharged into the ground water basins will even- tually be used for all major beneficial uses, the mineral quality of such water should not greatly exceed the United States Public Health Service Drinking Water Standards. Views of the California State Department of Public Health on the use of reclaimed water for ground water recharge have been expressed in a letter by the Director of Public Health. The letter was published as ein appendix to, "A Report Upon the Potential Reclamation of Sewage Now Wasting to the Ocean in Los Angeles County".^ -'•' The following quotations have been abstracted from the cited report: "As applied to reuse of any waste waters, our conclusions axe that they should be well oxidized and disinfected, and in addition, a long time factor should be provided by artificial storage or by flow through underground formations before mingling with usable ground waters. "Direct discharge of sewage effluents to recharge wells reach- ing ground waters would undoubtedly be protested by water users, and we think it should not be considered. If such effluents are at all times oxidized, and further purified by sand filtration, adequate disinfection and chemical oxidation to meet the bacterisuL standard of Section 7900, Title 17, Public Health, California Administrative Code, the resulting reclaimed water might be acceptable for recharge if the injection wells were separated from water supply wells by a distance sufficient to elLIow both time and dilution with natural waters in the ground water basin. We believe these are minimum requirements necessary for public health safety to obtain public acceptance of such proposals. We also be- lieve that each case should be reviewed and monitored regu- larly to make certain that unusual soluble materials such as excessive chemical constituents, which may pass through the treatment processes, are not allowed to reach the ground water basin." Research by the University of California conducted at its Engi- neering Field Station in Richmond^ ^ dealt with rate of travel of bacteria with moving ground water. Waste water containing coliform concentrations as great as k.'J x 10 organisms per 100 milliliters were -107- injected at various rates. In no case did these high concentrations travel farther than 100 feet in the direction of ground water flow, or 63 feet in other directions. Concentrations of organisms at these dis- tances were 23 or less per 100 milliliters. The removal of bacteria by an aquifer was shown to be a function of distance and filtering charac- teristics of the aquifer rather than of rate of recharge. The conclusion was reached by the University investigators that the reclamation of vraiste water by direct recharge into sand aquifers is not limited by public health concern over bacterial contamination. It was recommended, however, that provision for monitoring the ground water bacterially and chemically be a part of any practical recharge project. Another public health consideration in the use of reclaimed v/ater for ground water recharge is the viability and underground travel of pathogenic viruses. There are a number of virus diseases of human beings which are recognized as possibly being carried by water. Among these diseases are inclusion conjunctivitis, hepatitis, and polio- myelitis. Hepatitis is the only one of these for which water is known to be the major vehicle of treinsmission. Inclusion conjunctivitis has on rare occasions been contracted in swimming pools, although the disease i3 normally of genital origin. Poliomyelitis virus has been isolated from sewage; but Maxcy'^^ considers transmission of poliomyelitis by water very unlikely. The effect of chlorination on the virulence of both hepatitis (27) (31) and poliomyelitis viruses has been studied. Hepatitis viruses have survived as long as lj-0 minutes in water with chlorine residuals of one part per million measured after 30 minutes. Poliomyelitis viruses -108- are inactivated by 0.05 part per million free chlorine measured after 10 minutes contact over the normal pH range of waters. The virus is inactivated under any circumstances after 10 minutes contact in 0.2 part per million free chlorine measured after 10 minutes. Water treatment plus chlorination does reduce the concentration of viruses or their viru- lence or both. There is, at present, no information available on the under- ground travel of viruses. The existing methods for determining the presence of viruses in water are so laborious and uncertain that field investigation is impracticable. However, when techniques for the isola- tion and identification of viruses improve, consideration should be given to the initiation of such a field investigation. At Chanute, Kansas, during a period of direct re-use of re- claimed water, tests for viruses were made on raw sewage, treated sewage, raw water, ajid tap water. Only two of the kO samples tested yielded positive results for pathogenic viruses. These two positive samples were collected from the sewage treatment plant effluent. ^-^ ' Availability of Spreading Grounds To be successful, spreading grounds used for artificial re- charge of ground water should be located in areas of high infiltration capacity, where large underground storage capacity exists, and where recharge is needed. In the Los Angeles Metropolitan Area these locations are generally near the foothills while the amoiint of waste water is a maximum near the coast. The potential spreading areas eire being reduced as urbanization continues. Fortunately, however, there are 36 spreading grounds in this airea and in 1959 they had a net wetted area, of about -109- 1,97^ acres. Of these spreading grounds k vrLth a net wetted area of 583 acres were located at a point where the waste water volume was enough to make reclamation and recharge of the ground water with the effluent reasonable. Any spreading ground in the metropolitan area would be near urban development and therefore tne nuisance factors must be carefully considered. If an effluent from a secondary type of treatment plant is utilized, there will be very little odor or nuisance problem. However, mosquitos and other insects breeding in spreading basins can create a nuisance and health hazard unless control measures are adopted. If algae odors are pronounced, the control of algae will also be necessary. Spreading grounds now utilized for percolation of flood waters can be made available for the spreading of reclaimed water provided that such use does not interfere with the primary purpose. Obviously flood control spreading grounds would not be available for the spreading of reclaimed water when occupied by storm runoff waters. The Los Angeles County Flood Control District estimated that its spreading grounds along the Rio Hondo in the coastal plain of Los Angeles County would be availa- ble for spreading other than storm runoff for about ten months out of each year. Recharging Capacities of Spreading Grounds The estimated recharging capacities of flood control spreading grounds in the metropolitan area, are presented in Table 18. The recharg- ing capacities are based on the long-time infiltration rates found to prevail for storm water runoff. The estimates of recharge capacities -110- assume low ground water levels, and ground water levels near the ground surface would reduce these recharge capacities. TABLE 18 ESTIMATED INFIia?RATION CAPACITY OF SPREADING GROUNDS AND USABIE STORAGE CAPACITY OF GROUND WATER BASINS IN THE LOS ANGEIES METROPOLITAN AREA Spreading ground Estimated Net wetted infiltration usable storage Location area. capacity, in capacity, in acres acre-feet per day in acre-feet* San Gabriel Valley 597 1,1^90 1,500,000 Coastal Plain Los Angeles County Orange County 583 1,190 992 1,580,000 46o, 000 San Fernando Valley 3i^3 1,070 900,000 TOTALS 1,976 h,'Jk2 If, 3*^0, 000 ♦Estimated usable storage capacity - The ground water storage capacity of the alluvial fill between the historic high ground water level and some lower ground water level defined in each basin by some critical condition. On the basis of experiments conducted at the Lodi Sewage Treat- (10) ment Plant , it is believed that the infiltration rate of reclaimed water will be similar to that for fresh water. Secondary treatment, or equivalent, of waste water to be used for spreading is required in order to obtain high rates of infiltration. Storage Capacities of Ground Water Basins The adequacy of each ground water basin for underground storage and distribution of reclaimed water depends not only upon its recharging and usable storage capacity but also transmissibility, pumping pattern, head differential, and the distance from the area of recharge to the area of use. Although the San Gabriel and San Fernando Valleys have -111- considerable recharging suid storage capacity, as noted in Table l8, it may not be practicable to recharge these basins with reclaimed water because they are located at higher elevations than most of the potential reclamation plant sites, and because of the possiDility that an unfavora- ble salt balance may develop. Salt Balance When the eimount of seLLt added to a ground water basin by water entering the basin exceeds the quantity of salts removed from the ground water basin by water leaving the basin over a prolonged period of time, the salt content may increase to a point vrtiich would render the water In the underground reseirvolr unusable. Waste water discharges in outfall sewers are the principal outflow from many of the ground water basins in the metropolitan area, and therefore, a prime mesms of removing salts from the basin. Continued gross recirculation of waste water outflow back into a ground water basin could result in a serious water quality problem. In this report careful consideration has been given to the problem of salt balance in ground water basins when estimating the quan- tities of waste water reclaimable for recharging ground water basins particularly those of the inland areas. Generally, only the coastal portion of the metropolitan area has been considered suitable for possi- ble recharge, since reclaimed water spread in these areas would for the most part be used only once before disposal to the ocean. The potential market areas selected for industrial use of reclaimed water minimize cyclic re-use of the water and attendant mineral pickup. Most of the Vernon, Torrance, and Wilmington industrial areas are served by the -112- sewerage system of the County Sanitation Districts of Los Angeles County. Since these areas are below any of the potential recleimation plant sites on this system, the reclaimed water would be discharged to the ocean after only one use. The El Segundo industrial area, served by the Hyperion Treatment Plant of the City of Los Angeles, would have to discharge its wastes directly to the ocean or another sewerage system to prevent re- cycling water reclaimed from the Hyperion Plant. Repulsion of Sea-Water Intrusion The Los Angeles County Flood Control District operates a series of injection wells in the West Coast Basin to maintain a fresh water barrier against sea-water intrusion along one and one-half miles of the 11 miles of Santa Monica Bay coast line open to sea-water intrusion (see Plate 21). Direct injection is employed in this project because- the principal ground water aquifers of the West Coast Basin are overlain by thick layers of silt and clay of low permeability. At the present time, treated and softened Colorado River water supplied through facilities of The Metropolitan Water District of Southern California is being injected at the rate of about five cubic feet per second. Future plans of the Los Angeles County Flood Control District call for an extension of the line of injection wells along the Santa Monica Bay and San Pedro Bay coast lines, a total distance of about l6 miles. This extension of the barrier along Santa Monica Bay alone will require an increase of the injection rate to about 75 cubic feet per second or 5**^, 000 acre-feet per year (1959 estimates). Together with the recheirging operations, experiments were con- ducted by the Los Angeles County Flood Control District to determine the -113- minimum chlorine dosage required to maintain maximum well acceptance rates. It was concluded that a chlorinatlon rate of more than 5 parts per million and less than 10 parts per million was required at the test site to control the growth of slime -forming bacteria -vrtiich tended to clog the well. "Shock" treatment of 20 parts per million or more of chlorine was recommended at intervals. The Los Angeles County Flood Control District conducted experi- ments utilizing the effluent from the Hyperion Sewage Treatment Plant in order to determine an economicsil and acceptable method of providing a polishing treatment for sewage treatment plant effluent so that it could (26) be utilized for injection. A conclusion reached from the experiment was that intermittent spreading in small basins one to four times daily, allowing time for soil re-aeration between spreading cycles, was a highly effective supplemental treatment. By this treatment the biochemical oxygen demand and the suspended solids content of the activated sludge treatment effluent were reduced 90 to 95 percent. This method was not found to be practical in the West Coast Basin because of lack of suffi- cient areas of suitable land for construction of the required number of basins; however, it is believed that it may be possible to use rapid sand filters for this purpose. The experiments of the Los Angeles County Flood Control District demonstrated that adequately treated sewage plant effluent could be suc- cessfully injected into a recharge well for extended periods of time. Direct injection of effluent from the experimental, standard rate, acti- vated sludge process could not be accomplished, demonstrating that treat- ment in addition to this type of secondary treatment is required before effluent can be injected in recheirge wells. -IIU- In addition to these experiments, the State Water Pollution Control Board sponsored a UU-month field study of direct rechsirge into underground formations. The work was performed from May 1951 to December I95U by the University of California at its Engineering Field Station in fl2') Richmond. In the course of this study'' ' fresh water was recharged into a pressure aquifer having a permeability of about 1, 900 gallons per square foot per day at a rate of 8.i4- gallons per minute per foot width of aquifer for long periods without difficulty. The addition of sewage plant efflu- ents at the same rate, however, caused clogging of the well at a rate proportional to the amount of solids injected. Most of the work was done with 20 percent primary settled sewage and 80 percent fresh water. This combination was used to simulate, in terms of suspended solids and bio- chemical oxygen demand content, the final effluent from a secondary- treatment plant. It was recognized, of course, that the solids in primary sewage are biochemically less stable than the solids in a finaJ. effluent. This instability could result in a clogging potential greater than that of the final effluent, hence experimental conditions were probably more rigorous than those to be expected in a full-scale operation. Under permissible well head pressure build-up, an equivalent to the final effluent from secondary sewage treatment was injected for about eight or nine days. At that time redevelopment was necessary. Chlorine injection followed by a half -day of contact and three or four hours of pumping at a rate equal to twice the injection rate completely re-established the ability of the aquifer to receive injected water. Experience with recharge well operation demonstrated a need to gravel pack the rechajrge well. One of the conclusions of the pollution control -115- board report was that the problems of recharge well operation were the criticail factors in the use of water reclaimed from wastes for direct- recharge rather than the danger of pollution travel. Legal Considerations Reclamation of water from sewage in the Los Angeles Metro- politan Area does not present serious legail problems, although consid- eration must at all times be given to regulations which are imposed on such activity by local ordinances, the California Board of Public Health and by the State and Regional Water Pollution Control Boards. In addi- tion, due care would be required in the operation of a project, the location of any spreading grounds, and the maintenance of water quality to avoid litigation based on theories of negligence or nuisance. Health and Safety Code Sections 5^10 to 5^+13 prohibit discharges of sewage effluent in any manner which will result in contamination, pollution, or a nuisance, and give the California Department of Public Health power to abate contamination. Power to issue regulations concern- ing pollution and nuisance resulting from discharges of sewage effluent or reclaimed water is vested in the regional water pollution control boards by Water Code Section 13053* Use of reclaimed water through injection into an aquifer is permitted by Section kk'^d of the Health and Safety Code, upon a finding by the regional water pollution control board that "water quality considerations do not preclude" injection operations, and under the supervision of the State Board of Public Health. With the above qualifications, all of the relationships neces- sary to utilize reclaimed water fall into established contractual and water rights patterns. The user of reclaimable water would want to assure -116- himself of rights to a firm enough supply to warrant investment in treat- ment facilities. Probably users and effluent producers would want to execute agreements concerning quality of tb^ vater and liability for failures in the systems. Public bodies should be certain that they have power to enter into the necessary agreements to utilize reclaimable water. Power to sell or dispose of effluent for reclamation is expressly granted by Health and Safety Code Section 5OO8 to cities, counties, corporations, and districts operating sewage systems. Many districts, including districts formed under the County Water District Act and the Water Replenishment District Act have express powers to use sewage effluent as a supply source. The Metropolitan Water District of Southern California and Los Angeles County Flood Control District are considered to have the power to make use of satisfactory sewage effluent on the same basis as any other water sup- ply- Use of effluent for ground water recharge operations would be subject to the many uncertainties which presently attach to control ajnd storage of water in underground basins. The existence of an appropriate water replenishment or other district, preferably with power to levy a pumping tax, is highly desirable for such activities. -117- Construction of a Trickling Filter and Cnlorination Facilities at the County Sanitation Districts of Orange County Plant No. 2 CourteBy of Western City Mo^zln* "Water reclaimed from waste waters requires secondary treatment for utilization by most available markets." CHAPTER VI. PLANS FOR RECLAMATION OF WATER After the location, quantity, and quality of waste water supplies in the Los Angeles Metropolitan Area were delineated and potential markets for reclaimed water identified, it was possible to formulate plans for reclamation projects which would maJce reclaimed water available for bene- ficial use. This chapter presents the concepts and assumptions used in formulating reclamation proposals and several possible metropolitan area water reclamation developments. Brief descriptions of these proposals Eire presented herein; the detailed cost estimates are contained in Appendix D. However, the estimated unit costs for reclaimed water at the proposed points of use are presented in this chapter. Also included for comparative pur- poses are the unit costs of water from other sources. Basic Concepts and Assumptions Essential to the formulation of plans for proposed reclamation plants is the development of basic concepts and general assumptions to guide these plans. Within these basic concepts is the hxunan element, which re- quires serious consideration of the aesthetic conditions, as well as the physical limitations, which require investigation of the reclamation process, extent of treatment required for the proposed use, costs of plants, changes in mineral quality smd characteristics, and special design consid- erations. The aesthetic requirement limits the type of use made of reclsdjned water, while the physical considerations place limits on the amount available for use. In the following paragraphs these criteria and assumptions are discussed as they apply to the reclamation developments proposed herein. -119- Aesthetic Considerations Most people have an almost instinctive revulsion against anything connected vrith sewage. This attitude is attributed to four factors. First, people generally tend to dissociate themselves from waste materials of any type. Second, the subject of hxoman fecal material provokes acute feelings of embarrassment and unpleasantness making objective consideration difficult. Third, septic sewage has an obnoxious odor. Fourth, inadequate treatment and disposal of domestic sewage can spread disease. For all these reasons, waters carrying domestic wastes are generally disposed of as inconspicuously as possible. However, water has been unconsciously re-used for a long time. Probably the most obvious example is the situation where communities have been established along a major stream. An upstream city withdraws water, uses it, and discharges its waste back into the stream. Subsequently, a downstream city withdraws water, including a portion of the waste from the upstream city for its water supply. Althovigh the natural purification ability of a stream affords some protection to public health, the magnitude of this almost direct re-use of water has necessitated installation of plants for water purification and waste treatment. A less obvious re-use of water is by replenishment of ground water supplies. The connection between sewage discharged to a septic tank and the crystal clear water withdrawn from a downstream well is seldom consid- ered. In the area of investigation, before completion of the present sewerage systems, domestic wastes discharged to the ground contributed substantially to the water supply of downstream areas. Although such re-use of water is commonplace, there is still considerable reluctance about the planned use of reclaimed water. -120- Generally there must be some special incentive, either a definite economic advantage or the unavailability of other supplies, before a planned program for the use of water reclaimed from wastes is inaugurated. Prejudice against sewage would be a drawback to any large-scale reclajnation program, but this should not preclude its success. The successful inauguration of any large-scale reclamation program would require a considerable amount of education. Careful selection of terms wovild be helpful. The use of the terms "waste water" instead of "sewage"; "reclaimed water", "spent water", or "used water" instead of "sewage water"; "water reclamation plant" instead of "sewage treatment plant"; and similar phraseology would materially alleviate mental blocks to the reclamation of water from sewage . Reclamation Process Water reclamation should be axi independent operation separated from waste water disposal. This would permit the reclamation plant to by- pass undesirable flows and to shut dovm in an emergency. The quantity of water diverted to the reclamation plant should be regulated to reduce fluctuations in flow. Because of the strong tendency for waste waters to become septic, it is believed that regulation by storage reservoirs prior to treatment would not be feasible. As total flow in the sewer increases during the life of the project, the minimum flow will approach the design capacity of the reclamation plant and result in essentially uniform flow through the plant. If a reclamation plant is located upstream from a sewage dis- posal plant, sludge disposal facilities may be omitted. The sludge resulting from the reclamation process may be returned to the sanitary -121- sewer for disposal at the downstream sewage treatment plant as usual . With the help of a small storage reservoir, this discharge of sludge into the sewer coiild be accomplished at times of peak flow. This would make sludge digestion and drying facilities unnecesssiry except where there was more than one reclamation plant on a given outfall sewer, or where the reclamation plant was combined with a seweige treatment plajit. Treatment Necessary for Water Reclamation Water reclaimed from waste waters requires secondary treatment for utilization by most available markets. The two major con^jetitive types of secondary treatment processes are trickling filter and activated sludge. The standard rate activated sludge process was chosen for cost estimating purposes. By using this method, 95 percent of biochemical, oxygen demand and suspended solids can be removed. It is also a flexible process which can be adjusted to the strength of the waste water and degree of removal desired. As an exainple, some basic operating data of the three major acti- vated sludge plants of the Sanitary District of CSiicago, Illinois, are presented in Table I9. Cost of Water Reclamation Plants Since there are very few planned reclamation projects, estimates of the cost of water reclamation plants must be based on the cost of sewage treatment plants. Estimated construction and operating costs of sewage treatment plants for various capacities are presented in a "Report on the Collection, Treatment ajid Disposal of the Sewage of San Diego County, California".^-''' These costs are typical for treatment facilities constructed in California, and assume a normal variation in flow. -122- The cost of waste water treatment by the activated sludge process varies with the capacity of the plant. The greater the capacity, the lower the annual cost per \mit quantity of water treated. The capacity of sewage treatment plants is based on average dsdly flows. Because of the more uniform flow expected through a reclamation plant, a higher degree of bio- chemical oxygen demand and suspended solids removal would be possible than in a sewage treatment plant. TABLE 19 AVERAGE OPERATING DATA OF MAJOR ACTIVATED SLUDGE PLANTS OF THE SANITARY DISTRICTS OF CHICAGO, ILLINOIS* : North : : West Description side : Calumet : southwest : plant : plant : plant Number of years (inclusive) represented 1946 to 1950 1946 to 1950 1951 to 1952 Sewage treated, in millions of gallons per day 213 77 794 Raw sewage, in parts per million Suspended solids 135 146 185 Five-day biochemical oxygen demand 102 109 143 Final effluent, in parts per million Suspended solids 9 Ik 15 Five-day biochemical oxygen demeind 6 11 7 Removal from raw sewage, in percent Suspended solids 93.5 91.8 92.0 Five-day biochemical oxygen demand 94.0 90.0 9^.7 * Abstract of table taken from transactions of the American Society of Civil Engineers, Vol. 120, 1955; Paper No. 2743, page 356. "Sewage Aeration Practice in Chicago" by Norval E. Anderson. -123- As previously stated, the proportion of the cost of treatment allocated to reclamation should be limited to that over and above charges necessary for proper sanitary disposal. Thus, for purposes of this report, the cost of reclamation at existing treatment plants was assumed equal to that required to provide additional treatment of the effluent, if any, and to make it available for use. When the proposed reclamation plants were located on trunk sewers upstream from sanitary disposal plants, the cost of sludge disposal was omitted. Based on calculations presented in the "Report on the Collection, Treatment and Disposal of the Sewage of San Diego County, California"*'-' , it was assumed for this case that the capital and operating costs of a reclamation plant would be 75 percent of those of a complete activated sludge sewage treatment plant. The construction and operating costs of water reclamation plants of various capacities are shown on Plate 20. They were adjusted to prices prevailing in September I96O, by means of the Engineering News-Record Construction Cost Index. Costs of administration, engineering, contingencies, £ind land acquisition are not included on this plate. Demineralization As mentioned previously, sanitary treatment has no significant effect on the dissolved mineral constituents of the Influent water. Waste water containing excessive concentrations of dissolved mineral constituents would require extensive and costly treatment to produce a reclaimed water of suitable quality for most uses. The only economical methods which can presently be employed to decrease mineral concentrations are dilution with water of better quality, elimination of the pollution at its source, or bypassing the highly mineralized flows. -12i+- Although methods to reduce the dissolved salt content are known, such as distillation plants employing multiple- effect evaporators or vapor compression-distillation apparatus, their present high cost has prevented the construction of extensive saline water reclamation projects. Other methods such as ion-exchange, solar evaporation, crystallization, chemicsil precipitation, and freezing are also too expensive for practical consider- ation on a large scaJLe. However, increased development work within the past few years has resxilted in considerable reduction of the cost for many of these processes and some may become economically feasible in the future. For brackish waters the process of electrodialysis has been brought near the threshold of economic feasibility. This process utilizes the semi- permeable properties of certain types of membranes which permit only the passage of cations in parallel with other types of membranes which will only pass anions. By using electrical forces to pull cations and anions through these ion-selective membranes, partially demlneralized water is left behind. The greatest potentieLL use of the membrane type of electro- dialysis is for demineralization of brackish waters (waters containing less than 10,000 parts per million, total dissolved solids). Construction, replacement, and power costs eire a function of the amoiint of dissolved salt that is removed. Therefore, reclaination costs axe lowest for brackish waters. This process thus shows promise in the field of demineralization of waters of marginal mineral quality. The cost will also vary with plant capacity and the cost of electrical power. It has been estimated that the cost of demineralizing water from a total dissolved solids concentration of 1,600 parts per million to 500 -125- parts per million at a rate of two million gallons per day would be $0.ii2 C25) per thousand gallons or about $130 per acre-foot/ ' The most probable source of brackish water of any large magnitude in the Los Angeles Metro- politan Area is waste water, and if this source were used the costs of demineralization would be in addition to the costs of reclamation treatment considered herein. Design Considerations Independent upstream reclamation plants have an optimum capacity at which the xinit cost of treatment is the most economical. This optimum capacity is influenced by conveyance costs both to and from the reclamation plant. Except where noted, the capacity of the reclamation plants proposed herein was assumed to be 80 percent of the average daily flow in the tributary sewer during the week of sampling. This reduction in capacity woxild provide a more nearly uniform flow to the plant and allow for the flushing of sludge for disposal elsewhere. Although estimates of staged construction were not made for purposes of this report, additions could be made to a reclamation plant when warranted by increased flow in the sewer. Separation of conduits conveying reclaimed water from those used for domestic water supply is essential for public health and aesthetic reasons. When determining the economic feasibility of waste water reclam- ation, it is necessary to include the cost of a separate distribution system from the plant to the potential area of use. In the specific proposals for reclamation projects that follow, estimates of the cost of conveying water from the reclamation plant to the center of potential market areas are included. It is believed that such conduits would be operated on a continuous flow basis, since the demand for -1?6- water by industry or for ground water recharge is fairly uniform. Any peaking capacity required by industry could be provided by pumping from the local ground water supply. However, small storage reservoirs with capacity sufficient for approximately one day's flow were included in the estimates of cost to provide regulation of minor variations in flow from the reclam- ation plant and to meet small variations in industrial demand. The conduit routes would generally follow streets, and the cost of resurfacing the streets is included in the estimates. Because of the unavailability of good-sized and suitable areas of undeveloped land for additional spreading grounds, it was assumed that existing spreading grounds woxild be recharged with reclaimed water whenever possible. Although there should be no charge for capital recovery of the cost of the grounds, an extra cost of one to two dollars per acre-foot for operation and maintenance is chargeable to reclamation. Since a similar cost would be chargeable to any other source of imported water utilized for gro\and water replenishment, this spreading cost was not included in the following economic analyses. Detailed Reclamation Proposals In developing plans for reclaiming water from wastes, consideration was given to the location of potential diversion points and possible markets, as well as to the quantity and quality of waste water supply available. Reconnaissance estimates were made to determine the feasibility of conveying reclaimed water to potential markets. These estimates indicated that con- veyance of reclaimed water to markets outside the Los Angeles Metropolitan Area was not feasible because of excessive cost. The detsilled reclamation proposals that follow include conveyance to the more feasible market areas -127- within the metropolitan area. The location of potential water reclamation plants, conveyance systems, and service areas are shown on Plate 21. Design features of plans presented herein are necessarily tenta- tive and primarily for cost estimating purposes. The more detailed investi- gation required in order to prepare construction plans and specifications might result in designs differing in detail from those presented in this report. It is believed that such changes would not result in significant modifications in estimated costs. Estimates of capital, costs include costs of Gonstrtiction and rights of way, plus thirty percent of the construction and rights of way cost for administration, engineering and contingencies, and interest during one-half of the estimated construction period at four percent per annum. Estimates of annual costs include interest on the capital investment at four percent, amortization over a forty-year period on a four percent sinking fund basis, replacement, operation and maintenance costs. These estimates of cost of treatment and conveyance for the various proposals are presented in Appendix D. Hyperion Reclamation Plant The conversion of the Hyperion Treatment Plant from a secondary to primary type facility, described in the following chapter, has been completed. The secondary treatment facilities have been retained and are available for reclamation purposes. During the fall of i960 the plant was operating at an average rate of about 260 million gallons per day. Of this amount about I60 million gallons per day received only primary treatment and about 100 million gallons per day received both primary and secondary treatment . -128- The effluent from the secondary treatment process during the fall of i960 averaged about 85O parts per million total dissolved solids, 10 parts per million suspended solids, and 8 parts per million biochemical oxygen demand. This effluent contains some of the highly :.iineraJ.ized flow from the Venice trunk sewer. The mineral quality of the plant effluent could be significantly improved by operating the plant so as to keep this flow out of the secondary treatment facilities. It has been estimated that the cost of operation and maintenajice of the secondary treatment at the Hyperion Treatment Plant chargeable against reclaimed water at the plant is about five dollars per acre-foot of water. In addition to this operating cost, a charge should be added to return the capital cost of the secondary treatment works even though the plant already exists. An estimate of this amount is made in Table D-1, Appendix D, based on the estimated cost of secondary treatment facilities. From Table D-1, the annual cost of the Hyperion Reclamation Plant would be $1,230,000. For an annual yield of 116,000 acre-feet, this amounts to $10.60 per acre-foot, including the $5.00 per acre-foot operating cost. The flow at the Hyperion Treatment Plant during I959-60, less the potential upstream diversions of 49,000 acre-feet per year described later in this chapter emd less the estimated 17,000 acre-feet per year flow in the Venice trunk sewer was about 225,000 acre-feet per year. The proposed 116,000 acre-foot per year yield from the plant would be about 50 percent of the annual flow through the plant. The minimum flow throxogh the plant during the sampling program was about hd percent of the daily average flow, therefore, it appears that flow through the reclamation plant would be fairly uniform. -129- Conveyance of this reclaimed water to three major service areas was considered. One conduit would serve the heavy industries in Vernon and vicinity with approximately 45,000 acre-feet of reclaimed water per year. Another conduit would supply about 17,000 acre-feet per yeax of reclaimed water to industries near El Segundo and Torrance. The proposed recharge of the West Coast Basin by injection wells would utilize about 5^,000 acre- feet of reclaimed water per yeax. Vernon. The first section of the conduit to the Vernon service area, with a capacity of 75 cubic feet per second and a diameter of 5^ inches, would extend due east from Hyperion. A pumping plant with capacity of 75 cubic feet per second would be located at Hyperion and another of similar capacity would be required approximately 36,000 feet further east. From the second pumping plant the conduit would extend northerly from Lynwood to Hxmtington Park, serving industries in the vicinity of South Gate. In Huntington Park, it would divide into two sections. One section would serve Vernon and its environs and the other the East Los Angeles industrial area. The two similar conduits would consist of reinforced-concrete pipe 33 and 36 inches in diameter and have capacities of 25 cubic feet per second each. A terminal reservoir with a storage capacity of approximately 65 acre-feet would be provided at the end of each of these sections. The capital cost of the whole conveyance system is estimated to be about $10,000,000. Corresponding annual costs would be $810,000 or approximately $l8.00 per acre-foot of water served. If the unit cost of reclaimed water at Hyperion is $10.60 per acre-foot, the total unit costs of water to the Vernon service area would be about $28. 60 per acre-foot. -130- Torrance and El Segundo. The conduit to the Torreince service area would also serve oil refineries and similar industries in El Segundo. The first section would consist of a reinforced- concrete pipe it2 inches in diameter with a capacity of 29 cubic feet per second commencing at a pvunping plant of the same capacity at Hyperion. This 7^000 foot section would follow streets to a point on El Segundo Boulevard where an outlet for in- dustries in the El Segundo area woxild be located. From that point, a 30-inch diameter pipeline with a capacity of 17 cubic feet per second would continue along El Segundo Boulevard to the Southern California Edison Company power line right of way, thence southeasterly along that right of way and the Atchison, Topeka, and Santa Fe railroad right of way to Del Amo Boulevard; thence easterly to a point about 1,;?00 feet east of Western Avenue, a dis- tance of about 11.5 miles from the Hyperion Reclamation Plant. The capital cost of the conveyance system to the Torrance area is estimated at $1,820,000. The annual cost is $156,000 or approximately $9.20 per acre-foot of water delivered. If the vtnit cost of water reclaimed at Hyperion is $10. 60 per acre-foot, the total unit cost of reclaimed water to the El Segundo and Torrance service area would be $19.80 per acre-foot. Recharge of West Coast Basin. Proposals to protect the ground waters of the West Coast Basin from sea-water intrusion by creating a fresh water mound along the coast were discussed in the preceding chapter. It is believed that water reclaimed from Hyperion Treatment Plant wovild require a polishing treatment before direct injection into the groxind water aquifer in order to reduce the problems of injection well operation. Studies by the Los Angeles County Flood Control District indicate that a satisfactory treatment would be rapid sand filtration followed by -131- chlorination . The unit cost of such treatment would depend upon the degree of clarification and disinfection, and the capacity of the plant. It is estimated that the unit cost of "upgrading" the quality of the reclaimed water for use in injection wells would be on the order of $5 per acre-foot. Such a water treatment plant could be located immediately east of the Hyperion Sewage Treatment Plant on unoccupied land within the city limits of El Segundo. Preliminary estimates indicate that the vacant space is adequate for a plant of about 75 cubic feet per second capacity. Although the cost of right of way shovild not be excessive, some site preparation such as leveling would be required. It is believed that operation of the plant woiild not be objectionable to residents in the immediate vicinity. The water woiJ-d have to be pumped from Hyperion Treatment Plant to the polishing treatment plant and from there into the conduit serving the injection wells. Preliminary estimates indicate that the unit cost of pumping to an elevation of about I50 feet would be about $3 per acre-foot. This would provide the same amount of pressure to supply the reclaimed water to the series of injection wells as water delivered from an alternative source. The costs of the injection wells and connecting conduit are not included in this discussion because they would be necessary regardless of the sovirce of the water. The unit cost of supplying reclaimed water to such a recharge project would be the sum of the unit costs of reclamation, polishing treatment, and pumping or about $l8.60 per acre-foot. Whittier Narrows Reclamation Plant The Rio Hondo Spreading Grounds have been considered as a potential recharge area for reclaimed water. These are the largest spreading grounds in the Coastal Plain of Los Angeles County and they are favorably located in the Montebello Forebay subarea of this important ground water -132- basin. There is a satisfactory site for a reclamation plajit in this area immediately downstream of the Whittier Narrows Dam. Although there are trunk sewers passing through Whittier Neirrows, their flows are of unsuitable mineral, quality. The nearest diversion point having a flow of suitable mineral quality is located on Joint Outfall "B" of the County Sanitation Districts of Los Angeles County at Loma Avenue and Klingerman Street in the City of El Monte. The nearest diversion point of any consequence in the sewerage system of the City of Los Angeles is located on the Glendale Outfall Sewer at Eighth Street and Mission Road. Consider- ation was given to diversion and conveyance of waste waters from both of these stations to the Whittier Narrows Reclamation Plant. Although the unit cost of conveyance from the Glendale Outfall Sewer woiild be considerably greater than that from Joint Outfall "B", the unit cost of treatment would be less utilizing sewage from both sewers than if the reclamation plant were operated on the flow from only one of these sewers. Conveyance from Joint Outfall "B" would be by gravity flow in a reinforced-concrete pipe h8 inches in diameter which would be placed along a route approximately parallel to the outfall sewer. This conveyance pipeline would be about 2.8 miles in length, and have a capacity of 6o cubic feet per second. The proposed diversion site is located upstream of the maximum pool area of the Whittier Narrows Flood Control Basin, but the conduit would pass through the reservoir and dam. With appropriate con- struction precautions, such a conduit would serve satisfactorily. It would divert approximately 80 percent of the average annual flow in the sewer. Conveyance from the Glendale Outfall Sewer would also be by gravity flow in a conduit about 6.9 miles in length with a capacity of 100 cubic feet per second. The first 0.7 mile of conduit would be a tunnel to avoid -133- construction difficulties in the congested area of eastern Los Angeles. The remaining 8.2 miles of conduit would consist of 66 and 72- inch diameter pipe and would follow a route along Olympic Boulevard and the west bank of the Rio Hondo. Studies Indicate that it would be most economical to divert approximately 77 percent of the average annual flow in the sewer. The capacity of the reclamation plant would be 120 cubic feet per second. This is less tham the capacity of the Rio Hondo spreading grounds. Releases from the reclamation plant could be conveyed by means of the concrete-lined Rio Hondo Channel and diversion works to the spreading grounds. Additional spreading capacity is available if needed in the San Gabriel Coastal spreading grounds, but some arrangement for conveyance to these grounds would have to be provided. Diurnal variations in flow from the reclamation plant could be regulated by the storage available in the ponds created by the spreading grounds. The Los Angeles County Flood Control District indicates that the spreading grounds would be available on the average of ten months per year for spreading other than local storm water. The proposed plant would reclaim about 26,000 acre-feet of water per year from Joint Outfall "B" and k6,000 acre-feet of water per year from Glendale Outfall Sewer, for a total of about 72,000 acre-feet of water per year. A summary of the costs of conveyance and treatment associated with the Whittier Narrows Reclamation Plant is presented in Table 20. -13i*- TABLE 20 SUMMARY OF ESTIMATED COSTS AND YIELDS OF RECLAMATION AT WHITTIER NARROWS : Capacity, in : Capital Annual Costs : acre-feet :Per acre-foot : per year costs Total :of capacity 72,000 $15,000,000 $1,350,000 26,000 7^0,000 i+1,000 i+6,000 5,070,000 271,000 72,000* $20,810,000 $1,662,000 $23.10 Whittier Narrows Reclamation Plant Conduit from Joint Outfall "B" Conduit from Glendale Outfall Sewer TOTALS * Total capacity South Whittier Outfall As indicated in Chapter IV, there is probably an off-peak industrial waste discharge into the South Whittier Outfall. Elimination of this highly mineralized flow could change the reclamation classification of the flow from marginal to suitable. If this waste were bypassed, probably about 70 percent of the flow could be reclaimed. This would amount to about ^,^00 acre-feet per year. A reclamation plant constructed near the intersection of Imperial Highway and Carmenita Road would have a capacity of about seven cubic feet per second and cost about $1,550,000. The estimated annual cost would be about $162,000 or about $37.00 per acre-foot of yield. Because of the high unit cost of treatment, the costs of conveyajnce to possible places of use were not estimated. An alternative possibility would be to convey the waste water to Whittier Narrows and use the treated water for recharge in that vicinity. This would involve pumping the waste water and conveying it about 8.9 miles ■135- to the Whittier Narrows Reclamation Plant for treatment at the latter location. The estimated capital cost of the conveyetnce system would be about $1,330,000 and the annual cost about $99,000. The unit cost of conveyance was estimated to be about $22.50 per acre-foot. Since the unit cost of treatment at the Whittier Narrows Reclamation Plant would not be appreciably changed by this small increase in flow, it is assumed to be the same as previously estimated or $l8.80 per acre-foot. The total unit cost of reclamation if this development were considered alone would then be about $i+1.30 per acre-foot. However, when considered as part of the overall project, the Whittier Narrows Reclamation Plant and the three conduits conveying sewage to it, the unit cost of reclamation would be about $23.10 per acre-foot. Vailley Reclamation Plant The Valley Settling Basin in Griffith Park could form the nucleus for a reclamation plant providing irrigation water to the park. If the plant capacity were five cubic feet per second, it would yield about 3>000 acre-feet of reclaimed water per year. The capital cost of such a plant would be about $1,120,000, The unit cost of treatment would be about $41.00 per acre-foot of yield. The water would be conveyed by two conduits, one of which would connect with the irrigation distribution facilities of the park, and the other would serve the cemetery to the northwest of the park. The pipes wovild be 15 and 9 inches in diameter respectively and have capacities of four and one cubic feet per second respectively. A new piimping plant of five cubic feet per second capacity was included in the estimate of cost, but the cost of new domestic facilities was not estimated. The cost of electricaJ. energy for pvimping reclaimed water for irrigation purposes -136- was not incxuded because it would be required for any source of water. The capital cost of the conveyance system is estimated to be $173,000. The annual cost would be about $15,000 or $5.00 per acre-foot of yield. Thus, the total unit cost of reclamation would be about $46.00 per acre -foot. Talbert Water District Trustees of the Talbert Water District have entered into an agree- ment with the County Sanitation Districts of Orange County to purchase a portion of the effluent from sewage treatment Plant No. 1. Under this 20- year agreement the cost of the effluent would be $0.50 per acre-foot for the first 10 years; at the end of this time, the cost would be adjusted to an amount not exceeding $1.00 per acre-foot. The Talbert Water District is utilizing the effluent from the primary treatment plant principally for the preirrigation of beans. It was originally proposed to utilize 2,800 acre-feet of reclaimed water per year. Based on this volume, the cost of distribution was estimated by the con- sulting engineer for the district at $5.j5 per acre-foot. The distribution system is shown on Plate 21. The Talbert Water District began using re- claimed water in Mbvember 1956; 2,240, 1,720, and 2,300 acre-feet of re- claimed water were used during the calendar years 1957, 1958, and 1959, respectively. The total unit cost of reclaimed water for this project is $5.85 until 1966 and $6.35 thereafter. Comparative Costs of Supplemental Water For comparative purposes. Table 21 recapitulates the yields of water that would be developed by the several reclamation proposals and the capital, annual, and unit costs of this water. The unit costs and -137- yields of the projects are depicted graphically on Plate 22 where the various projects are arranged in order of increasing cost. The Colorado River Aqueduct and the California Aqueduct (peurt of the Feather River and Delta Diversion Projects) constitute the only sources of water available to the Los Angeles Metropolitan Area not now fully utilized and therefore are the only valid basis of cost compajrison with other supplies. The average cost of unsoftened Colorado River water is presently estimated by the Metropolitan Water District of Southern Cali- fornia to be about $35 per acre- foot delivered within the area when all capital and operating costs, including the distribution systems, are con- sidered. The estimated average cost of water from the California Aqueduct presented in the California Depaortment of Water Resources Bulletin No. 78 "Investigation of Alternative Aqueduct Systems to Serve Southern California", dated December 1959> is $58 per acre-foot in the Southern California Coastal Plain. The cost of distribution within the metropolitan area is estimated to be about $10 per acre- foot. -138- i Sy al CM H id °- g O M O s o s 1 ? •3 3 a. o e 5.8 « -^ O i§ to o o \0 CO Csl i-l r^ 8 ?> CO CTS O O 8 8 o CO 1-1 r-t 1-1 J- O O o IfNO i I l§ O Q ° 1 ! 8 g 8 •\ •s •k •k Stf. r-l 1-1 CO ft c^ o o o UN I I 88 o o o o o o CO E! rH Su "H 'rt St. u C +> ♦" o cr: o 01 a o i I o o o §8 8 o 88 OOCO o ♦> c q • i: u » c a. 1-1 V t-^ i«J T- tf u u S d c » 5 £ o 4 p, O. o u ^ I § ^ -H a O 0) I +> t. ^ J <{ C '' a ^ t. t; O O Qk 4> 9 w -H *> £ > > •♦» «♦»»<»< 3 t. j: iH iH ^ o •»* j= « • .H « 3 -a 3 V ■a +> o • 3 3 a ^ ^ vi ^ «-i «« ^ X> O T) O «^ -139- 1 Laying a Pipeline for a Growing Community "Several changes in the major sewerage systems . . . have occurred ..." Courtesy of County Sajiltatlon Districts of Orange County CHAPTER VII. CHANGES IN SEWERAGE SYSTEMS AND RELATED DEVELOPMENTS SINCE 1955 Several changes in the major sewerage systems within the Los Angeles Metropolitan Area have occurred since 1955> particularly in the City of Los Angeles Hyperion system. Most of these changes either enheince or have little effect on the feasibility of the plans discussed in the preceding chapter. The more significant of these changes and their re- lationship to the proposed plans are discussed hereinafter. City of Los Angeles The City of Los Angeles has essentially con5)leted a major con- struction program which included construction of the San Fernando-La Cienega Relief and North Central Outfall Sewers and conversion of the Hyperion Treatment Plant from a secondary to a primary type facility. San Fernsmdo-La Cienega Relief Sewer, Valley Settling Basin, and Glendale Outfall Sewer The overloaded condition of the Glendale Outfall Sewer, which necessitated construction of the Valley Settling Basin and its temporary operation as a treatment plant in 1955 as previously described, was alleviated by completion of the San Fernando-La Cienega Relief Sewer. The major portion of this sewer, which extends from North Hollywood to Ciilver City and includes a 17,000 foot tunnel through the Santa Monica Mountains, was completed in I956. Plate 2 shows this sewer to be under construction. A major portion of the waste water originating in the San Fernando Valley during I96O, and discharged to the City of Los Angeles sewerage system upstream of the tunnel intake, flowed through the relief sewer. The relief sewer also receives flow from the Beverly Hills and -lUl- Hollywood eijreas prior to discharging into the North Outfaill Sewer near Culver City. The average rate of flow through the Glendale Outfall Sewer in i960 was consequently appreciably less than during the sampling and flow measurement program in 1955- No recent measurements of this flow were readily obtainable. The Valley Settling Basin remained on standby opera- tion for use in event of extremely heavy flows resulting from storm con- ditions, or during periods in which the La Gienega Tunnel or accompanying trunk sewer is taken out of service for maintenance or repairs. Although flow in the Glendale Outfall Sewer may be insufficient at the present time to provide the amounts of sewage proposed for diversion at both the Valley Settling Basin and the Eighth and Mission Street station, there is no apparent reason why flow in required amounts coxild not be diverted to this sewer from the intake of the La Cienega Tunnel. Facil- ities at that intake permit diversion of flow either to the La Cienega Tunnel or to the Glendale Outfall Sewer in any proportions desired. Flow in the Glendale Outfall Sewer at Eighth and Mission Street, therefore, could be maintained at a fairly constant rate by appropriate regulation of the flow through the La Cienega Tunnel. North Central Outfall Sewer The North Central Outfall Sewer, which extends from a point near the intersection of La Cienega Bovilevard and Rodeo Road to the Hyperion Treatment Plant, is about eight miles long and was completed during 1958' This outfall sewer receives flow from the Glendale Outfall Sewer and the Central Los Angeles area. The North Outfeill Sewer, which received flow from the Glendale Outfall Sewer during 1955» oov receives flow from the -1^2- San Pernando-La Cienega Relief Sewer, in addition to the flow from the Santa Monica, Venice, and Culver City area. Hyperion Treatment Plant Conversion of the Hyperion Treatment Plant from a secondary to a primary treatment plant is virtually complete. Operation of the plant during the fall of 196O is described in the following paragraphs . Waste water entered the plant at an average rate of about 260 million gallons per day from three outfall sewers; the North Outfall Sewer, the North Central Outfall Sewer, and the Central Outfall Sewer with approximate average flows of 115^ I'^-O, and 5 million gallons per day, respectively. Approxi- mately three-fourths of the II5 million gallons per day flow from the North Outfall Sewer was discharged to the West Primary settling tanks which were completed in 1958- Hie remaining one-fourth of the flow from the North Outfall Sewer and the total flows from the North Central sind Central CXxt- fall Sewers were discharged to the Central and East Primary settling tanks. This division of flow provided approximately equal flows to each of the three batteries of primary tanks . Approximately 100 million gallons per day of waste water from the Central and East Primary settling tanks received secondary treatment and was subsequently discharged to the ocean through the one -mile marine out- fall. The remaining flow from the Central and East Primaries and the flow from the West Primary was discharged to the oceaji throvigh the recently completed 5-niile, 12-foot diameter marine outfall without receiving secondary treatment. Following completion of facilities now under construction all effluent from the plemt will be discharged to the ocean through the -1^3- five-mile marine outfall except for small flows discharged through the one-mile marine outfall to keep it in operative condition and suitable for emergency use. As previously discussed, all waste water flows in the sewerage system discharging to the Hyperion Treatment Plant are suitable according to the reclamation criteria, except for flow from the Venice Trunk Sewer. This sewer discharges to the North Outfall Sewer at a point about two miles upstream from the Hyperion Treatment Plant. Representatives of the City of Los Angeles estimate that by I962 flow in the three outfeill sewers will adjust so that flow in the North Outfall Sewer will not exceed one-third of the total flow through Hyperion Treatment Plant. When this condition is reached all waste water from the North Outfall Sewer will flow to the West Primary settling tank. At that time all flow from the Venice Trunk Sewer will be excluded from the secondary facilities resulting in a definite improvement in the mineral quality of effluent from the secondary facilities. County Seinitation Districts of Los Angeles County Total flow through the sewerage system of the County Sanitation Districts of Los Angeles County increased more than U5 percent in the five-year period since the flow measurement and sampling program in 1955- Construction of additional sewerage facilities has proceeded throughout the districts, and the number of connected services has increased signif- icantly. This construction has not changed the possibility of reclamation of sewage from Joint Outfall "B" or the South Whittier Outfall. Sewerage Facilities Major sewerage facilities constructed during the five-year period include an additional ocean outfall and major portions of a line from the Joint Disposal Plant to Whites Point, Joint Outfall "D", and Joint Outfall "H". A 2-niile, 90-inch diameter outfall was constructed near Whites Point, in addition to the two outfalls shown on Plate 2. The new outfall is located a short distance west of the two older and smaller outfalls. A 12-foot diameter line extending from the Joint Disposal Plant to Whites Point and approximately paralleling the older 8-foot diameter line was also completed. MDst of this line is a horseshoe- shaped tunnel throiigh the Palos Verdes Hills. Joint Outfall "D" was extended about three miles from the Joint Disposal Plant toward the intersection of Normandie Avenue and Carson Street. Joint Outfall "H" and various branch lines of this outfall were constructed between the Long Beach Boulevard crossing over the Los Angeles River in North Long Beach and Baldwin Park 30 miles away. Whittier Narrows Reclamation Plant The Covinty Sanitation Districts of Los Angeles County have awarded a contract for construction of a demonstration water reclamation plant to be located within the Whittier Narrows Flood Control Basin Reservoir area. The plant is scheduled for con^jletion in the spring of I962 and will have a capacity of 10 million gallons per day. Waste water from Joint Outfall "B" will be diverted at a point about one-fourth mile upstream from the San Gabriel Boulevard crossing over the sewer, and the reclamation plant will be located adjacent to this diversion point. The outfall in this vicinity presently receives flow from the highly mineralized discharge of the F. E. Weymouth Softening and Filtration Plant of The Metropolitan Water District of Southern California -11.5- located near La Verne. Sanitation district representatives report that the construction required to assure that none of this mineralized flow will enter Joint Outfall "B" upstream from Whlttier Neirrows Dam will be completed during I96I. Sludge and other waste materials from the plant will be discharged to Joint Outall."B" below the plant. The treated effluent from the plant will be purchased by the Central and West Basin Water Replenishment District and be spread by the Los Angeles County Flood Control District in the Montebello Forebay area to recharge the ground water basins of the coastal plain of Los Angeles County. According to estimates by the Sanitation Districts the p\irchase price of the water will return the capital investment in the reclamation plant as well as the operation and maintenance charges. The construction and operation of this pleuat is considered very significant because this will be the first plant of any appreciable capacity constructed in the Los Angeles Metropolitan Area for the express purpose of planned reclamation of water from wastes. Data collected from construction and operation of this plant will be extremely valuable in evaluation of other possible reclamation projects. Co\mty Sanitation Districts of Orange County During the period from 1955 to I960, the quantity of waste water discharged to the ocean from the sewerage system of the County Sanitation Districts of Orange County increased about I58 percent to 60,300 acre-feet. Oil field brines amd other highly mineralized flows which were temporarily diverted from Plant No. 1 to Plant No. 2 during the sampling program will be permanently diverted to Plant No. 2 in I962. The districts plan to -IU6- construct secondary treatment facilities at Plant No. 1 to improve the quality of the plant effluent. These changes will result in waste water more suitable for reclamation. -IU7- KecXamation of water from wastes now discuarged to the ooeaii is a possible source oi" additional water supply to the Los Angeles Metropolitan Area". CHAPTER VTII. SUMMARY OF FINDINGS AND CONCLUSIONS The detailed description of the methods and procedures followed in the investigation and of the studies of waste water reclamation plans for the Los Angeles Metropolitan Area have been presented in the preced- ing seven chapters. The principal results of this investigation are summarized in the following findings and conclusions. Summary of Findings 1. The expanding urban and suburban growth within the Los Angeles Metropolitan Area has created a large demand for water which is supplied to a large extent from the ground water basins of the area and by water imported from great distances. Because it has been more econom- ical to utilize the local ground water, these limited supplies are generally overdrawn. This overdrsuft has resulted in sea-water intnasion in the coastal ground water basins. Predictions of future growth demon- strate that additional water supplies will be required to provide for the water demand. 2. Discharge to the ocean is the most economical means of disposing of the large quantities of waste water developed in the metro- politem area, and all major agencies charged with the responsibility of waste water disposal have selected this means. More than 99 percent of the waste water discharge to the ocean is conveyed through four sewerage systems owned and operated by three agencies. These are the Hyperion and Terminal Island systems of the City of Los Angeles and the joint outfall systems of the County Sanitation Districts of Los Angeles County and the County Sanitation Districts of Orange County. Approximately 90 percent -IU9- of the discharge from the metropolitan area occurs from the City of Los Angeles Hyperion system and the County Sanitation Districts of Los Angeles County joint outfall system. 3- Waste water discharged to the ocean was about 505>000 acre-feet in fiscal year 195^-55 and 6U8,000 acre-feet in 1959-60. It is estimated that ultimately about 1,636, 000 acre-feet of water per year will be discharged through sewerage systems of the area. k. Reclamation of water from wastes now discharged to the ocean is a possible source of additional water supply to the Los Angeles Metropolitan Area. 5. The sanitary, and to a large extent, bacteriological quality of waste water can be upgraded to meet the basic requirements of many beneficial uses by known and proved methods of primary and secondary sanitary treatment. The type and degree of treatment is a matter of cost. Improvement of mineral quality of waste water is not considered practical at this time because the costs of such treatment would be more than double the cost of primary and secondary treatment alone. 6. Previous investigators have concluded that the reclamation of waste water by direct recharge into sand aquifers is not limited by public health concern over bacterial contamination. However, there is, at present, no information on the underground travel of viruses since the existing methods for determining the presence of viruses in water are so laborious and uncertain that field investigation is impracticable. 7. The factors affecting quality of waste water are the quality of water supplied to the area, the mineral pickup resulting from domestic and industrial use, and the quality and quantity of water -150- infiltrating into the sewerage system. These factors vary considerably throughout the area and, therefore, the quality of the waste water also varies. 8. Since the cost of upgrading the mineral quality of water is excessive, the mineral quality problem was solved by locating points with- in the sewerage systems where flows of sufficient quantity and suitable mineral quality for reclamation were available. These points were located by evaluation of information obtained at 19 sampling and flow measurement stations established at selected points throughout the four major sewerage systems. 9. Criteria developed to judge the suitability of minereil quality of waste water for reclamation and used to evaluate and compare data obtained from the sampling program are based on four factors: Limiting values, in parts per million Constituent Suitable Marginal Unsuitable Chlorides Less than 200 200 to 350 More than 350 Chlorides plus sulfates Less than 5OO 5OO to 1,000 More than 1,000 Boron Less than 2 2 to 3 More than 3 Total dissolved solids Less than 1,000 1,000 to 2,000 More than 2,000 10. The flows at eleven of the twelve sampling and flow measure- ment stations within the Hyperion system were suitable or marginal accord- ing to the reclamation criteria; the only station in that system where flow was unsuitable was on the Venice Trunk Sewer. Discharges to the ocean from the other three major sewerage systems were unsuitable for reclajnation; however, the flows at four stations on trunk sewers of the County Sanitation Districts of Los Angeles County and at Plant No. 1 of the County Sanitation Districts of Orange County were suitable or marginail. 11. The mineral quality of flows which were suitable or marginal according to the reclamation criteria could be improved by eliminating -151- certain highly mineralized contributions or bypassing the more highly mineralized flows. 12. Present potential msirkets for the direct use of reclaimed water include industry, certain types of agriculture, and areas of recreation (irrigation of parks, golf courses, etc.). Reclaimed water used to recharge ground water basins and repel sea-water intrusion into the coastal ground water hasins would indirectly Serve most beneficial uses. The most promising market for reclaimed water is recharging ground water basins by spreading or injection. 13. Local public agencies within the area have the legal right to construct and operate waste water reclamation projects. The waste water collecting agencies apparently have a legal right to contract with certain other agencies for disposal of waste water. All beneficial uses proposed herein, including injection of reclaimed water into ground water aquifers through wells, are legally permitted providing certain require- ments are complied with. l^t-. In any planned water reclamation project both the water reclamation plant and final waste disposal facilities should be capable of independent operation, but so designed and interconnected that the entire flow of waste water can be processed through the disposal facili- ties, should it become necessary to bypass or shut down reclamation operations. 15. Conduits conveying reclaimed water must be separate from those used for domestic water supply since public heaJ.th requirements presently prohibit the direct commingling of drinking water and used water. -152- 16. It would be possible to reclaim at least 116,000 acre-feet of water per year at the Hyperion Treatment Plant and, based on studies conducted in 195^, U5,000 acre-feet of reclaimed water per year could be used by industries in Vernon and East Los Angeles, and 17,000 acre-feet of reclaimed water per year could be used in the Torrance and El Segundo industrial areas. Costs of treatment and delivery of water to the Vernon and East Los Angeles area and to the Torrance and El Segundo areas were computed at $28. 6o and $19.80 per acre-foot, respectively, based on price levels of September I960. The remaining 5^,000 acre-feet of water per year possible of reclamation at the Hyperion Treatment Plant could be used for recharging aquifers in the West Coast Basin at an estimated cost of $18.60 for treatment and pumping. The cost of distribution of this latter reclaimed water was considered to be chargeable to the control of sea-water intrusion rather than to reclamation. 17. It would be possible to reclaim 72,000 acre-feet of water per year at a reclamation plant constructed in the Whittier Narrows area at an estimated cost of $23.10 per acre-foot. The waste water for the plant could be obtained from Joint Outfall "B" on the County Sanitation Districts of Los Angeles County joint outfall system and the Glendale Outfall Sewer of the City of Los Angeles Hyperion system. The reclaimed water could be spread at the Rio Hondo spreading grounds of the Los Angeles County Flood Control District to recharge the ground water basins of the coastal plain of Los Angeles County. 18. Approximately U,UOO acre-feet of water per year could be diverted from the South Whittier Outfall at the intersection of Imperial Highway and Csunnenita Road, to the Whittier Narrows Reclamation Plant and -153- treated at an estimated cost of $1+1.30 per acre-foot. Integration of this diversion with the larger reclaraation project would reduce the over- all cost to $23.10 per acre-foot for the total yield of 76,U00 acre-feet per year. 19. A reclamation plant could be constructed adjacent to the Valley Settling Basin to reclaim about 3)000 acre-feet of water per year for irrigation of a portion of Griffith Park and an adjoining cemetery. The cost of treatment and delivery are estimated at $^4-6. 00 per acre-foot. 20. The Talbert Water District has constructed a distribution system designed to utilize up to 2,800 acre-feet of reclaimed water per year for irrigation use at an estimated cost of $5-35 per acre-foot. The reclaimed water utilized is effluent from the primary treatment Plant No. 1 of the County Sanitation Districts of Orange County that presently is sold to the Talbert Water District for 50 cents per acre-foot. 21. Computations presented in this report of amounts of water which could be reclaimed are based on data collected in 1955 and 195° • Providing suitable markets for use of reclaimed water are available, the amount of waste water suitable for reclamation should increase proportional- ly to the increase in total waste water flow. 22. It is believed that, under a \rell-planned large scale reclamation program, the mineral quality of selected waste water flows could at least be maintained and probably iniproved. Conclusions As a result of this investigation and considering economic, public health, aesthetic, and other pertinent factors, it is concluded that : -15i+- 1. Reclamation of water from wastes is feasible in the Los Angeles Metropolitan Area. 2. Of the waste water discharged to the ocean from the Los Angeles Metropolitan Area in 195'^-55j about UO percent or 195,000 acre- feet of water per vear can be economically reclaimed. 3. The amount of water available for re-use in the future should increase proportionately with the increase in waste water flows. k. While reclamation of water from wastes will not provide a complete solution to the water shortages in the Los Angeles Metropolitan Area, it could provide limited amounts of water at prices competitive with imported supplies. 5. Water reclamation plants should be designed as facilities separate from sewage treatment plants. This would insure adequate treat- ment of waste water in the event reclamation operations were curtailed. 6. Demineralization of sanitary wastes for reclamation purposes is not feasible at this time. 7. Additional studies in the field of water-borne viruses should be encouraged, particularly those oriented toward determination of survival and transmission in underground waters. 8. Reclamation of water from wastes is a part of the California Water Plan and should be actively planned for and developed where econom- ically feasible by the local water distributing agencies. 9. All interested agencies and individuals who recognize the importance of reclaiming water from wastes should take every opportunity to educate the public toward acceptance of reclaimed water. Careful selection of descriptive terms would help overcome the aesthetic objec- tions to use of adequately treated waste water. -155- APPENDIX A BIBLIOGRAPHY APPENDIX A Bibliography 1. Arnold, C. E., Hedger, H. E., and Rawn, A M "Report Upon the Reclamation of Water from Sewage and Industrial Wastes in Los Angeles County, California" . April 19^9* 2. Babbitt, Harold E. "Sewerage and Sewage Treatment". John Wiley and Sons, Inc. Sixth Edition. 19^+7. 3. Berg, H. E. "Operating Experiences With Detergents at Washington, D. C. - Discussion". Sewage and Industrial Wastes, Vol. 25, p. 281. 1953. k. Brown, Gordon C. "The Possible Significance of Milk and Water in the Spread of Virus Infection". American Journal of Public Health, Vol. 39, P. 7^6. June 19^9- 5. Caldwell, D. H., Hyde, C. G., and Rawn, A M "Report on the Collec- tion, Treatment and Disposal of the Sewage of San Diego County California". September 1952. 6. California Department of Public Works, Division of Water Resources. "Ground Water Basins in California". Water Quality Investiga- tions. Report No. 3- November 1952. 7. California Department of Public Works, Division of Water Resources. "Reclamation of Water From Sewage or Industrial Waste". December 1952. 8. California Department of Public Works, Division of Water Resources. "Reclamation of Water From Sewage or Industrial Waste". June 195^. 9. California State Water Pollution Control Board. "Water Quality Criteria". Publication No. 3. 1952. 10. California State Water Pollution Control Boaxd. "Field Investiga- tion of Waste Water Reclamation in Relation to Ground Water Pollution". Publication No. 6. 1953^ 11. California State Water Pollution Control Board. "Studies of Waste Water Reclsimation and Utilization". Publication No. 9. 195^^ 12. California State Water Pollution Control Board. "Report on the Investigation of Travel of Pollution". Publication No. 11. 195*^. 13. California State Water Pollution Control Board. "A Survey of Direct Utilization of Waste Waters". Publication No. 12. 1955- A-1 lU. California State Water Resources Board. "Water Utilization and Requirements of California". Bulletin No. 2, Vol. T. June 1955. 15. County Sanitation Districts of Orange County, California. "First Annuetl Report". June 30, 1955- 16. Eden, G. E., and Truesdale, G. A. "The Destruction of Alkyl Benzene Sulphonates". Water and Sewage Works, Vol. IO8, No. 7. July 1961. 17- Eliassen, Rolf. "Reclamation of Saline Waters by Electrodialysis Shows Promise". Civil Engineering, Vol. 2k, p. 366. 19511. 18. Flynn, John M., Andreali, Aldo, and Guerrera. "Study of Synthetic Detergents in Ground Water" . Journal of American Water Works Association, Vol. 50, No. 12. December 1958. 19. Goudey, R. F. "Sewage Reclamation Plant for Los Angeles". Western Construction News. October 25, 1930. 20. Goudey, R. F. "Reclamation of Treated Sewage". Western City. December 1930. 21. Haney, Paul D., et al. Task Group Report. "Characteristics and Effects of Synthetic Detergents". Journal of American Water Works Association, Vol. kb, No. 8. Aiogust 195'4-. 22. Haney, Paul D., et al. Task Group Report. "Effects of Synthetic Detergents on Water Supplies". Journal of American Water Works Association, Vol. kS, No. 10. October 1957- 23. Hedger, H. E., and Rawn, A M "A Report Upon the Potential Reclsunation of Sewage Now Wasting to the Ocean in Los Angeles County". November 1958. 2^1. Jordan, L. W. , and Van Der Goot, H. A. "Sewage Reclamation Spreading Test Adjacent to Azusa Sewage Treatment Plant". Los Angeles County Flood Control District. December 1950. 25. Katz, William E. "The Present Status of Electric Membrane Demineral- ization". Chemical Engineering Progress, Vol. 53, No. k. April 1957. 26. Laverty, Finely B., Bruington, Arthur E., and Meyerson, Lawrence A. "Final Report on Hyperion Reclamation and Recharge Test". Los Angeles County Flood Control District. May 1959- 27. Lensen, S. G., et al. "Inactivation of Paxtially Purified Poliomye- litis Virus in Water by Chlorination" . American Journal of Public Health, Vol. 39, P- 1120. 19^9- A-2 28. Maxcy, Kenneth F. "Hypothetical Relationship of Water Supplies to Poliomyelitis". Journal of American Public Health Association, Vol. 33, p. Ul. 19U3. 29. McGauhey, P. H., and Crosby, E. S. "Final Report on the Fate of Alkylbenzene Sulfonate in Sewage Treatment". Sanitary Engineer- ing Research Laboratory, University of California at Berkeley. July 1, 1957. 30. Metzler, Dwlght F., et al. "Emergency Use of Reclaimed Water for Potable Supply at Chanute Kansas" . Journal of American Water Works Association, Vol. 50, No. 8. August 1958- 31. Neefe, J. R., Stokes, J. J., et al. "Disinfection of Water Containing Causative Agents of Infectious Hepatitis". Journal of American Medical Association, Vol, 128, p. IO76-IO8O. 19J4-5. 32. Price, Donald. "New Developments in Surfactants". Soap and Chemical Specialties, Vol. 36, No. 7. July I96O. 33. Rawn, A M "Planned Refuse Disposal for Los Angeles County". Civil Engineering, Vol. 26, No. k, p. t+l-U5. April 1956. 3^+. Smith, David B., and Richheimer, Charles E. "Cost Estimates Favor Electrodialysis for Treatment of Saline Waters". Civil Engineer- ing, Vol. 26, p. 239. 1950. 35. Stokinger, H. E., and Woodward, R. L. "Toxicologic Methods for Establishing Drinking Water Standards". Journal of American Water Works Association, Vol. 50, No. k. April 1958. 36. The Metropolitan Water District of Southern California. "Seventeenth Annual Report". 1955- 37. Theroux, Frank R., Eldridge, Edward F., and Mailman, LeRoy W. "Laboratory Manual for Chemical and Bacterial Analysis of Water and Sewage". McGraw-Hill Book Company, Inc. Third Edition. I9U3. 38. United States Department of Health, Education, and Welfare, Public Health Service, Robert A. Taft Sanitary Engineering Center. "Synthetic Detergents and Their Effects on Sewage Treatment and Water Pollution". June 195*+- 39. University of California, Berkeley, Department of Engineering, Sanitary Engineering Research Laboratory. "Studies in Water Reclamation". I.E.R. Series 37, Technical Bulletin No. 13. kO. University of Southern California Engineering Center. "Report on Continued Study of Waste Water Reclamation and Utilization for California State Water Pollution Control Board". U.S.C.E.C. Report, 58-1. August 1957. A- 3 kl. Weaver, P. J. "Review of Detergent Research Program". Journal of V.'ater Pollution Control Federation. March 1960. k2. Wells, H. H., and Scherer, C. H. "Froth Formation and Synthetic Detergents". Sewage and Industrial Wastes, Vol. 2k, p. 671. 1952. , ^13. Wilson, Carl. "Los Angeles Successfully Reclaims Sewage for Replen- ishment of Underground Water Supplies". Western Construction News. September 25, I93O. kk. Wolman, Abel. "Industrial Water Supply From Processed Sewage Treatment Plant Effluent at Baltimore, Md" . Sewage and Water Works Journal. January 20, 19^8. ^-h APPENDIX B EXAMPLES OF WASTE WATER RECLAMATION PROJECTS APPENDIX B EXAMPLES OF WASTE WATER RECLAMATION PROJECTS Involuntary reclamation of water from sewage is inherent in the disposal of wastes from the earlier and simpler t;ypes of water flush sewersLge systems. Sewage discharged to a stream, lake, or other surface water body intermixes with, and becomes part of, that water body. In valley fill areas, a portion of the sewage discharged to cesspools and septic tanks percolates to ground water, where, though diluted, it is sub- ject to re-use. The portion of the sewage that does not percolate to ground water is consiimptively used. With increased urbanization, extensive collection systems for sewage disposal have been installed to avoid public health and nuisance problems. In the inland areas these systems, like the simpler variety, discharge to natural watercourses or to percolation grounds . The water so disposed of is involuntarily reclaimed and eventually becomes an integral part of the water supply of do^mstream areas. In the coastal areas, however, the trend is toward ocean disposal of treated sewage. Many munic- ipalities in the Los Angeles Metropolitan Area, which formerly had sewage treatment plants with inland disposal areas, have abandoned their treatment plants to join one of the four major collection systems which have ocean outfalls, thus reducing the amount of water involuntarily reclaimed. In addition to the involuntary reclamation of waste water noted above, many planned reclamation projects have been constructed throughout the United States. A few of these projects which exemplify some of the direct uses of reclaimed water are discussed in the following pages. B-1 These descriptions also illustrate the evolution of some of the basic concepts involved in the reclamation of water from sewage. In Southern California effluent from three planned reclamation projects is utilized for irrigation and ground water recharge and from lU other projects effluent is used directly for irrigation. In addition, 6 projects now in the planning stage will incorporate water reclamation as an integral part of waste water disposal. City of Los Angeles, Department of Water and Power One of the earliest investigations of planned reclamation of water from sewage in the Los Angeles Metropolitan Area was undertaken by the City of Los Angeles, Department of Water and Power, about 1930- It included a detailed survey of the location of existing trunk sewers, the quantity and quality of sewage flow, type and possible locations of reclamation plants, possible uses of reclaimed sewage, and comprehensive cost studies. The results of this investigation were never published. The most interesting phase of the Department of Water and Power investigation, the construction ajid operation of a pilot reclajnation plants has been reported in journals. The pilot plant, located in Griffith Park, was a 200,000 gallon per day capacity activated sludge sewage treat- ment plant designed for reclamation of water, not disposal of sewage. One -third of the influent to the plant was processed through a complete sewage treatment which included coagulation, superchlorination, sedimentation, sand filtration, and dechlorination with activated carbon. It is reported that Mr. R. F. Goudey, Sanitary Engineer for the Depart- ment of Water and Power, would drink the effluent from this complete treatment, much to the amazement of visitors. Analyses of the effluent B-2 indicated that Mr. Goudey was drinking a water which compared favorably to an acceptable domestic supply. Table B-1 gives average results of several hundred analyses of this final effluent. TA.BLE B-1 AVERAGE ANALYSES OF FLOW IN WATER RECLAMATION PLANT COMPARED TO LOS ANGELES CITY SUPPLY* : Raw Treated sewage : Los ; : water, Uigeles Item Stabi- Fully untreated analyzed : sevfage Se^ :tled : lized treated :Aqueduc ;t: Gallery 3. Coli 100,000 50 ,000 1 0.00 0.05 0.00 Suspended solids Ul8 77 3.2 0.00 6.0 0.0 Turbidity 1+40 -- 8.3 0.2 25 Oxygen demand 515 222 9.1 0.99 1.25 1.0 Oxygen consumed 180 kS 8.3 k.l 3.5 • 1.2 Organic nitrogen kd. 1 37.3 5.08 2.25 1.3 0.5 Free ammonia 50 20 1.0 0.65 0.25 0.20 PH 6. 8 6.6 7.0 7.1 7-3 7.2 * Table from reprint of "Western City", December 1930 issue. Azusa Sewage Treatment Plant The operation of this plant is an example of reclamation of water from sevra.ge for recharge of a ground water reservoir. This trick- ling filter type plant was constructed in 19^+0 to treat the sewage from the City of Azusa. The design capacity of the plant was 1150,000 gallons per day and the plant effluent was discharged to ponds where it percolated to the ground water. B-3 As the City of Azusa developed, its sev/age flow exceeded the capacity of the treatment plant causing the city to join the County Sanitation Districts of Los Angeles County in 1953- A trunk sewer was constructed to carry excess se^rage flows to the districts' outfall sewer for final disposal to the ocean. The sewage treatment plant now operates as a reclamation plant, and during fiscal year 1959"dOj 3-n average of ahout 66'4-,000 gallons of sewage per day was treated and spread in the percolation ponds. Sludge disposal facilities at the Azusa plant were abandoned when the city joined the County Sajiitation Districts of Los Angeles County, and sludge from the primai'y and secondary clarifiers is discharged to the outfall sewer. Pomona Tri-Cities Sewage Treatment Plant The operation of this plant is an exaniple of reclamation of water from sewage for the irrigation of crops, and recharge of ground water basins. This activated sludge plant vras constructed to treat sewage from the Cities of Pomona, Claremont, and La Verne, and was placed in operation in June 1926. Although the plant capacity was adequate in early years, continued developmem: of the sewered area overloaded the treatment plant facilities and in 195^ the plant was integrated into the sewerage system of the County Sanitation Districts of Los Angeles County. A trunk sevrer vfas constructed to provide the area with access to an ocean outfall; however, operation of the sewage treatment plant as a water reclamation plant to provide for irrigation requirements was continued. A system of trunk sewers was so constructed that certain industrial wastes, produced by industrial developments within the area originally served by the treat- ment plant and adversely affecting the mineral quality of the treatment B-k plaint effluent, bypassed the treatment plajit. Sludge digestion facilities at the treatment plant vere abandoned upon completion of the trunk sewers and the sludge is now discharged to the tnink sewer which bypasses the plant. The effluent from the plant has been used for irrigation of crops and recharge of grovmd water basins since the plant was placed in operation. During the first two years of operation effluent was discharged to San Jose Creek, and from 1928 through 193^ all effluent was used by the North- side Water Company for direct irrigation of citrus orchards and pasture lemds. Since 193^ a portion of the effluent has been used by the Northside Water Company and the Diamond Bar Ranch for irrigating citrus orchards and pasture land and the remainder is discharged to San Jose Creek. The portion used for irrigation has steadily decreased in recent years and the amount discharged to San Jose Creek and subsequently percolated to ground water basins has increased. During fiscal 1959-^0 about 5^150 acre- feet of sewage were treated at the plant, of which about ^50 acre-feet were used for irrigation, and about 4,700 acre- feet were discharged to San Jose Creek. Kaiser Steel Corporation The water supply system of this corporation's large steel mill located at Fontana, California, is an excellent example of maximum industrial re-use of water. The water supply for the plant is obtained primarily from wells extracting water from a ground water basin which is seriously overdrawn. The mill is located in aji inland valley and there is no available outfall for ocean dispossG. of wastes. For these reasons, considerable attention was given to conservation of water in the design of the plant. B-5 The water used in the plant is first lime softened with alum and sodium aluminate is added to improve turbidity control. The water is then introduced into the plant which has approximately six separate water systems, wherein the water is recycled and re-used. The water is first used in those operations requiring high quality water such as the open hearth and cooling towers, later in operations which have less rigid water quality requirements such as steel descaling operations and gas washing towers, and finally for quenching coke and cooling slag in the slag pits, which uses have no quality requirements. Additional treatment of the waste water is provided as required during the recycling operations. The makeup water is approximately one percent of the total flow through the plant, or in other words, water is re -used an average of about 100 times in the plant. The domestic sewage of the plant is treated by sedimentation and trickling filters and the effluent is re-used in the plant . City of Baltimore Sewage Effluent The use of water reclaimed from the City of BaJ-tiraore sewage effluent by the Bethlehem Steel Company at Sparrows Point, Maryland, is an example of direct industrial use of vrater reclaimed from sewage. Reclaimed sewage is utilized by the company in its plant process for cool- ing tower makeup, cooling rolling equipment, quenching coke, and descaling. Depletion of underground water supplies and accompanying salt water intrusion into these supplies forced the company to develop a new source of v/ater supply. After a survey of all available means of develop- ing a new water supply, it was decided to reclaim water from the City of Baltimore's sewage. B-6 The company originally contracted with the City of Baltimore to take a maximum of 50 million gallons per day of treated sewage; the use of reclaimed sewage commenced in 19^2. The successful use of the city's effluent and the continued expansion of the steel plant prompted the company to negotiate a modification of the contract permitting the company to take a maximum of 100 million gallons per day of effluent. The company used about 75 million gallons per day of effluent in 1956. The City of Baltimore operates two secondary sewage treatment plants which in 1956 had a total average flow of about I30 million gallons per day. The larger of the two is a trickling filter plant and treats about 80 percent of the city's sewage flow. The smaller one is an acti- vated sludge treatment plaint and treats about 20 percent of the city's sewage flow. The company found that the effluent required continuous chlorin- ation. Initially, a dosage of about five parts per million was used, but by 1956 this dosage was reduced to about 2.3 parts per million. Chemical precipitation of the sewage effluent from the trickling filter plant was initially required, but by 1956 this treatment was discontinued. The company constructed all of the works necessary for the regu- lation and distribution of the reclaimed water. Facilities initially provided include a 2*1,300 foot, 60-inch diameter main conduit, a 70-million gallon surface storage reservoir, a completely independent industrial water supply system vd-thin the plant, and chlorination facilities. Additional facilities subsequently constructed include a five mile, 96-inch diameter conduit and k2 million gallons of storage capacity. Some difficulties were experienced in controlling the chloride concentrations in the reclaimed water. These problems were overcome by B-7 eliminating a number of the more mineralized sewage discharges from the city's sewers and by rejecting some of the more mineralized sewage flows at the city's treatment plants. The bacterial quality of the reclaimed water distributed in the plant has been consistently negative for coliform organisms in one milli- liter portions and often negative in five milliliter portions . R-8 APPENDIX C DEFINITIONS APPENDIX C DEFINITIONS In this report, certain words or terms have been assigned specific meanings as follows: Applied water . The water delivered to a farmer's headgate' in the case of irrigation use or to an individual's meter in the case of urban use or its equivalent. It does not include direct precipitation. Aquifer . A geologic formation, group of formations, or part of a formation that transmits water in sufficient quantity to supply pumping wells or springs . Biochemical oxygen demand. The amount of oxygen in parts per million required by living organisms during a five-day period in stabilizing decomposable organic matter under aerobic condition at a temperature of 20 degrees centigrade . Brackish water . Water containing more than 1,500 and less than 10,000 parts per million of total dissolved solids. C omplete mineral analysis . A determination of the concentrations of the principal dissolved constituents in water, namely: calcium, magnesium, sodium, potassixiin, hydroxide, bicarbonate, carbonate, chloride, sulfate, nitrate, boron, ajid fluoride. In addition, such an analysis includes determinations of total dissolved solids, electrical conduc- tivity, and pH. C-1 Complete sewage treatment . Combined sedimentation and biological treatment of sevrage which produces a clear, stable and well-oxidized effluent. Confined ground water . A body of ground water overlain by material suffi- ciently impervious to sever free hydraulic. connection with overlying water, and moving under pressure caused by the difference in head between the intake or forebay area and the discharge area of the confined water body. Consumptive use . The water lost to the atmosphere through the process of evaporation or transpiration, and the water consumed in building pleuit tissue or by urban types of land use. Contamination . Defined in Section I3OO5 of the California Water Code: "an impairment of the quality of the waters of the State by sewage or industrial waste to a degree which creates an actual hazard to public health through poisoning or through the spread of disease ..." Jurisdiction over matters regarding contamination rests with the State Department of Health amd local health officers. Electrical conductance . The reciprocal of the resistance in ohms measured between opposite faces of a centimeter cube of an aqueous solution at a temperature of 25 degrees centigrade. Free or unconfined ground water . A body of ground water in the zone of saturation not confined beneath an impervious formation and moving under control of the water table slope. Incidental reclamation . A process wherein the recovery of waste waters for beneficial use is secondary to sewage treatment or disposal - C-2 Industrial waste . Defined in Section I3OO5 of the California Water Code: "any and all liquid or solid waste substance, not sewage, from any producing, manufacturing or processing operation of whatever nature". Involuntary reclamation . The recovery of waste waters for "beneficial use which have lost their identity through mixing with natural stresim flow or ground water to which they were discharged in the process of final disposal. Nuisance . Defined in Section I3OO5 of the California Water Code: "damage to any community by odors or unsightllness resulting from unreasonable practices in the disposal of sewage or industrial wastes". Regional Water Pollution Control Boards are responsible for prevention and abatement of nuisance . pH . The logarithm, to the base 10, of the reciprocal of the hydrogen-ion concentration, or more precisely, of the hydrogen-ion activity, in moles per liter. Planned reclamation . Any process of recovery of water from waste waters that was originally conceived and planned for the primary purpose of putting the recovered water to beneficial use. Pollution . Defined in Section I3OO5 of the California Water Code: "an impairment of the quality of the waters of the State by sewage or industrial waste to a degree which does not create an actual hazard to the public health but which does adversely ajid unreasonably affect such waters for domestic, industrial, agricultural, navigational, recreational or other beneficial use, or which does adversely and C-3 unreasonably affect the oceaji waters and bays of the State devoted to public recreation". Regional Water Pollution Control Boards are responsible for prevention and abatement of pollution. Primary sewage treatment . Any process which removes a portion of the suspended and floating matter from sewage or industrial waste by screening, skimming, sedimentation, or other physical means. Reclaimed water . Water recovered from sewage and/or industrial waste that is put to beneficial use or is held available for beneficial purposes. Reclamation . ITie process of recovering water from sewage or industrial waste so that the water may be used for beneficial purposes. Salt balance . The relationship of salt input to salt output. For example: to maintain usable quality of ground water, it is necessary to main- tain a favorable salt balance where the total mass of dissolved salts entering a ground water basin from all sources of recharge is less than the total mass of dissolved salts removed from the basin by natural outflow and exported extractions. Sanitary quality . Refers to the organic biological content of waste waters: sanitary analyses used in the report include determinations of bio- chemical oxygen demand (B.C.D.), suspended and settleable solids, volatile dissolved solids, and grease. Secondary sewage treatment . Any process of sewage or industrial waste treatment which follows primary or intermediate treatment, and which accomplishes further stabilization of organic matter by biological or chemical action. C-k Sewage. Defined in Section I3OO5 of the California Water Code: "any and all waste substance, liquid or solid, associated vith human habita- tion, or which contains or may be contaminated with human or animal excreta or excrement, offal, or any feculent matter". As used in this report, sewage is included as part of the waste waters carried by community sewer systems. Percent sodium . The equivalents per million of sodium times 100 divided by the sum of the equivalents per million of calcium, magnesium, sodium, and potassium. Trace metal analysis . A determination of the concentrations of certain of the dissolved constituents that are likely to be found in limited amounts in water. Such constituents include: copper, aluminum, manganese, hexavalent chromium, iron, lead, zinc, arsenic, and tin. Generally, only minute quantities of these constituents exist in naturally occurring waters. Ultimate . This refers to an unspecified but long period of years in the future when land use and water supply development will be at a maximum and essentially stabilized. Waste vrater . The water that has been put to some use or uses and has been disposed of, commonly to a sewer or wasteway. It may be liquid industrial waste or sewage or both. Water requirement . The water needed to provide for all beneficial uses, whether consumptive or nonconsumptive, and for irrecoverable losses incidental to such uses. C-5 APPENDIX D DETAILED COST ESTIMATES APPENDIX D DETAILED COST ESTIMATES Table Page D-1 Estimated Cost of Hyperion Reclamation Plant D-2 D-2 Estimated Cost of Conduit From Hyperion Treatment Plant to Vernon Service Area D-3 D-3 Estimated Cost of Conduit From Hyperion Recleimation Plant to Torrance Service Area D-^^ B-h Estimated Cost of Whittier Narrows Reclamation Plant D-5 D-5 Estimated Cost of Conduit From Joint Outfall "B" to Whittier Narrows Reclamation Plant D-6 D-6 Estimated Cost of Conduit From Glendale Outfall Sewer to Whittier Narrows Reclamation Plant D-7 D-7 Estimated Cost of Conduit From South Whittier Outfall Sewer to Whittier Narrows Reclamation Plant D-8 D-8 Estimated Cost of South Whittier Reclamation Plant D-9 D-9 Estimated Cost of Valley Reclamation Plant D-IO D-IO Estimated Cost of Conduits From Valley Reclamation Plant to Griffith Park Service Area D-11 D-1 TABLE D-1 ESTIMATED COST OF HYPERION RECLAMATION PLANT (Based on prices prevailing in I960) Capacity of plant: 160 cubic feet per second Annual yield: 116,000 acre- feet Item I Cost CAPITAL COSTS Water recleonation plaint, secondary facilities only $ 9^300,000 Land and improvements 2^0,000 Subtotal $ 9,550,000 Administration, engineering, and contingencies, 30 percent $ 2,860,000 Interest during construction ^80,000 TOTAL $12,890,000 ANNUAL COSTS Interest, h percent $ 516,000 Amortization, 40-year sinking fund at k percent 136,000 Operation and maintenance 5^0^000 TOTAL $ 1,232,000 D-2 TABLE D-2 ESTIMATED COST OF CONDUIT FROM HYPERION TREATMENT PLANT TO VERNON SERVICE AEEA (Based on prices prevailing in I960) Capacity of conduit: 75 and 25 cubic feet per second Annual yield: U5,000 acre- feet Length of conduit: 2i+.9 miles Item Quantity Unit price Cost CAPITAL COSTS Pipe line Excavation, unclassified Backfill, imclassified Backfill, sand Pipe, reinforced concrete, furnish and install, 5^- inch diameter, main line 36- inch diameter, Vernon 33- inch diameter, East L.A. Fittings Valves Venturi meters Special crossings Road resurfacing Right of way Pumping plants Regulatory reservoirs Subtotal Administration, engineering, and contingencies, 30 percent Interest during construction TOTAL 355,000 cu.yd. 244,000 cu.yd. 27,900 cu.yd. 85,500 lin.ft, 13,500 lin.ft. 32,500 lin.ft. 2,250 lin.ft. 113,000 lin.ft. 2 each $ 3.^0 $1,207,000 1.40 3^2,000 3.50 97,600 35.20 15.60 3,010,000 211,000 13.90 93.00 3.90 1+52,000 236,000 80,1+00 14,000 209,000 441,000 100,000 $6,400,000 300,000.00 600,000 450,000 $7,450,000 2,235,000 375,000 $10,060,000 ANNUAL COSTS Interest, 4 percent Amortization, 4o-year sinking fund at 4 percent Replacement Electrical energy Operation and maintenance TOTAL D-3 $ 402,400 105,800 7,900 204,000 90,000 $ 810,100 TABLE D-3 ESTIMATED COST OF CONDUIT FROM HYPERION RECLAMATION PLANT TO TORRANCE SERVICE AREA (Based on prices prevailing in I960) Length of conduit: Capacity of conduit: 29 and IT cubic feet per second Annual yield; 17,000 acre-feet 10. U miles : : Unit : Item : Quantity : price : Cost CAPIT.\L COSTS Pipe line Excavation, unclassified 86,000 cu.yd. $ 2.10 $ 181,000 Backfill, unclassified 63,000 cy.yd. 1.20 75,600 Backfill, sand 7,000 cfK.yd. 2.20 15,^00 Pipe, reinforced concrete, furnish and install '+2- inch diameter 7,000 lin.ft. 2U.IO 169,000 30- inch diameter ij-8,000 lin.ft. 11.20 538,000 Fittings 50,000 Valves U8,000 Meters 10,000 Road resurfacing 29,100 lin.ft. 3.20 93,000 Right of way 90,000 $1,270,000 Pumping plant 1 each 100 ,000.00 100,000 Subtotal $1,370,000 Administration, engineering. and contingencies, 30 percent $ ^4-11,000 Interest during construction 3^,000 TOTAL $1,815,000 ANNU.4L COSTS Interest, h percent $ 72,600 Amortization, Uo-year sinking ; fund at k perc( =nt 19,100 Replacement l,ij-00 Electrical energy 36,800 Operation and maintenance 26,000 TOTAL $ 155,900 T)-k TABLE D-k ESTIMATED COST OF \7HITTrER NARROWS RECLAMATION PLANT (Based on prices prevailing in I960) Capacity of plant: 120 cubic feet per second* Annual yield: 72,000 acre-feet Item : Cost CAPITAL COSTS Water reclamation plant $10,800,000 Lands and improvements 300,000 Subtotal $11, 100, 000 Administration, engineering, and contingencies, 30 percent $ 3*330,000 Interest during construction 35' 5* OOP TOTAL $14,985,000 ANmJ.\L COSTS Interest, k percent $ 599,^00 Amortization, kO-jea.r sinking fund at k percent 157,600 Operation and maintenance 590*000 TOTAL $ 1,3^^7,000 * Average period of operation, 10 months per year D-5 TABLE D-5 ESTIMATED COST OF CONDUIT FROM JOINT OUTFALL "B" TO ranriER narrows reclamation plant (Based on prices prevailing in I960) Capacity of conduit: 60 cubic feet Length of conduit: 2.8 miles per second Annual yield: 26,000 acre-feet Item : Quantity : Unit : price : Cost CAPITAL COSTS ( Pipe line Excavation, unclassified Backfill, unclassified Pipe, reinforced concrete, furnish and instal 1 , i+8-inch diameter Fittings Valves and meters Special crossings Manholes 35,700 cu.yd. $ 26,100 cu.yd. 15,000 lin.ft. 16 each 1.00 $ 0.60 26.80 620.00 35,700 15,700 i^02,000 21,000 25,000 i^l,000 9,900 $ 550,300 Diversion structure 12,700 Subtotal $ 563,000 Administration, engineering, contingencies, 30 percent Interest during construction and $ 169,000 7,000 TOTAL $ 739,000 ANNUAL COSTS Interest, h percent Amortization, i+O-year sinking fund at k percent Operation amd maintenance $ 29,600 7,800 it, 000 TOTAL $ i+i,Uoo D-6 TABLE D-6 ESTIMATED COST OF CONDUIT FROM GLENDALE OUTFALL SEWER TO WITTIER NARROWS RECLAMATION PLANT (Based on prices prevailing in I960) Capacity of conduit: 100 cubic feet per second Annual yield: U6,000 acre-feet Length of conduit: 8.9 miles Item Quantity Unit price Cost CAPITAL COSTS Pipe line Excavation, unclassified Backfill, unclassified Backfill, sand Pipe, reinforced concrete, furnish and install, 72- inch diameter 66- inch diameter Tunnel Fittings Valves Ventviri meter Manholes Special crossings Road surfacing Right of way Diversion struction Subtotal Administration, engineering, contingencies, 30 percent Interest during construction I TOTAL 19^,000 cu.yd. $ 3.^0 $ 660,000 121,000 cu.yd. 1.30 157,000 15,600 cu.yd. 2.20 3^,300 26,200 lin.ft. 37.i+0 980,000 17,000 lin.ft. 27.80 U73,ooo 3,800 lin . ft . 280.00 1,066,000 106,000 55,000 1 each 25 ,000.00 25,000 kk each 620.00 27,200 210 lin.ft. 160.00 33,500 31^,000 lin.ft. U.30 146,000 1+5,000 and $3,808,000 19,000 $3,827,000 $1,148,000 95,000 $5,070,000 ANNUAL COSTS Interest, k percent toortization, 40-year sinking fund at k percent Operation and maintenajice TOTAL $ 202,800 53,300 15,000 $ 271,100 D-7 TABLE D-7 ESTIMATED COST OF CONDUIT FRCM SOOTH WHITTIER OUTFALL SS'ffiR TO WHITTIER NARROWS RECLAMATION PLANT (Based on prices prevailing in I960) Length of conduit: 8.9 miles Capacity of conduit: ik cubic feet per second Annual yield: U,i4-00 acre -feet : : Unit : Item : Qiiantity : price : Cost 1 CAPITAL COSTS Pipe line Excavation 52,700 cu.yd. $ 2.60 $ 137,000 Sand backfill 3,900 cu.yd. 3.10 12,100 Backfill 1+0,900 cu.yd. 1.20 ^9,100 Pipe, reinforced concrete. furnish asid. install, 2^4— inch diameter U7,000 lin . ft . 10.20 1^79,^00 Fittings 30,000 Valve and meter 15,^00 Special crossings 730 lin.ft. 25.00 18,200 Road resurfacing 38,000 lin. ft. 1.60 60,800 Right of way 50,000 $ 852,000 Pxomping plant 2 each 65,000.00 130,000 Diversion structure 25,000 Subtotal $1,007,000 Administration, engineering, and contingencies, 30 percent Interest during construction TOTAL 302,000' 23,000 $i,33'+,ooo ANNUAL COSTS Interest, k percent Amortization, 1+0-year sinking fund at h percent Replacement Electrical energy Operation and maintenance TOTAL $ 53,i^00' ll+,000 l+,i+00 li+,300 13,000 $ 99,100 D-8 TABLE D-8 ESTIMATED COST OF SOUTH V/HiniER RECLAMATION PLAIfC (Based on prices prevailing in I960) Capacity of plant: 7 cubic feet per second* Annual yield: i4-,i)-00 acre-feet Item Cost CAPITAL COSTS Water reclamation plant $ 1,100,000 Division structure 12,000 Land and improvements 30,000 Subtotal $ 1,162,000 Administration, engineering, and contingencies, 30 percent $ 355^000 Interest during construction 30,000 TOTAL $ 1,51^7,000 ANITUAL COSTS Interest, k percent $ 6l,900 Amortization, 14-0-year sinking fund at k percent l6,300 Operation and maintenance '• 8k, OOP TOTAL $ 162,200 * Period of operation, 10 months per year D-9 TABLE D-9 ESTIMATED COST OF VALLEY RECLAMATION PLANT (Based on prices prevailing in I960) Capacity of plant: 5 cubic feet per second Annual yield: 3^000 acre- feet Item Cost CAPITAL COSTS Water reclaimation plant Administration, engineering, and contingencies, 30 percent Interest during construction TOTAL $ 8*4-3,000 253,000 21,000 $ 1,117,000 ANNUAL COSTS Interest, k percent $ ^4,700 Amortization, ij-0-year sinking fund at k percent 11,700 Operation and maintenance 67,000 TOTAL $ 123,1+00 D-10 TABLE D-10 ESTIMATED COST OF CONDUITS FROM VALLEY RECLAMATION PLANT TO GRIFFITH PARK SERVICE AREA (Based on prices prevailing in I960) Length of conduits: 2.7 miles Capacity of conduits: 1 and k cubic feet per second Annual yield: 3,000 acre-feet Item Quantity Unit price Cost CAPITAL COSTS Pipe line Excavation Backfill Pipe, reinforced concrete, furnished and installed 15- inch diameter 8- inch diameter Fittings Valves and meter Pumping plant Subtotal Administration, engineering, and contingencies, 30 percent Interest during construction TOTAL 8,800 cu.yd. 5,900 cu.yd. 9,000 lin.ft. 5,000 lin.ft. 1.00 $ o.4o 8,800 2,4oo 6.60 4.00 59,^00 20,000 4,300 12,000 $ 106,900 25,000 $ 131,900 39,500 1,600 $ 173,000 ANNUAL COSTS Interest, 4 percent Amortization 4o-year sinking fund at 4 percent Operation and maintenajice TOTAL 6,900 1,800 6,000 $ 14,700 D-11 PLATE I STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES SOUTHERN DISTRICT 3ILITY OF RECLAMATION OF WATER FROM WASTES IN THE LOS ANGELES METROPOLITAN AREA CATION OF AREA OF INVESTIGATION SCALE OF MILES 40 40 80 I 961 PLATE I ^'<^' LEGEND SOUNDAtlr OF LOS ANGELES hCTROPOLITl <:^j^>.. ^, .X i'¥ V'-y; / ^-'Vf^i-'^xt' '^^-\ «^. ...>".. MONICA -^ <-?^^ ^■' "^ '^<^.^ ^ M-Sg?* W ^<^^ ^-^ ^ A' >^^ IGELES COUNTl IB SEWAGE TREATMENT PLANT A POTENTIAL POINTS OF DIVERSION FROM TRUNK SEWERS SAMPLING STATIONS ON TRUNK SEWERS GLENOALE OUTFALL- PflftTRlDGE AVENUE ® GLENOALE OUTFALL - FOORTM STREET AND MISSION ROAD ® GLEWDALE OUTFALL - EIGHTH STREET AND MISSION ROAD NOBTH OUTFALL- MANHOLE NO I @ NORTH OUTFALL - MANHOLE NO,(S © CENTRAL OUTFALL- FLOSENCE AVENUE AND ASM AVENUE VENICE PUMPING PLANT JOINT OUTFALL "9"- LOMA AVENUE ANOXLINGEBMAN STREET - eORT STREET ExTENOEO WEST OF NORTH OF GREENLEAF DRIVE ON /^^0-v— -'- -Vw^^\ SEWeflEOABEATRJBUTAHT tOCOUNTT SANITATION DISTRICTS OF LOS ANGELES COUNTT SEWERAGE SYSTEM SEWERED AREA TRIBUTABt TO COUNTY SANITATION DISTRICTS OF ORANGE COUNTY SEWERAGE SYSTEM .-XJ r .•f> STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES SOUTHERN DISTRICT FEASIBILITY OF RECLAMATION OF WATER FROM WASTES IN THE LOS ANGELES METROPOLITAN AREA MAJOR SEWERAGE FACILITIES IN LOS ANGELES METROPOLITAN AREA 1955 #*\ O 100,000 FtSC AL YEflfi —J THROUGH JUNE 30 HISTORICAL DISCHARGE OF SEWAGE AND INDUSTRIAL WASTE TO THE OCEAN FROM THE LOS ANGELES METROPOLITAN AREA UfcPaRTMENT OF WATER RESOURCES. SOUTHERN' OtSTRICT 1961 TERMINAL ISLAND TREATMENT ,... ^ , ^ ^ ^ PLANT, AVERAGE FLOW 6 MOD -H^"^*-^ / ^ ^v^\ *^^ COUNTY SANITATION DISTRICTS'^ ***" OF ORANGE COUNTY COUNTY SANITATION DISTRICTS AVERAGE FLOW 21 MGD OF LOS ANGELES COUNTY AVERAGE FLOW I80 MGO ^ C E A AT STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES 'southern oaTRKrr FEASIBILITY OF RECLAMATION OF WATER FROM WASTES IN THE LOS ANGELES METROPOLITAN AREA SCHEMATIC DIAGRAM OF QUANTITY AND MINERAL QUALITY OF SEWAGE FLOW FOR MAJOR SEWAGE DISPOSAL SYSTEMS DISCHARGING TO OCEAN 1954-55 r^^ TOTAL DISCHARGE TO THE OCEAN FROM THE FOUR MAJOR SEWERAGE SYSTEMS SERVING THE LOS ANGELES METROPOLITAN AREA n^ CITY OF LOS ANGELES: — HYPERION TREATMENT PLANT AND TERMINAL ISLAND TREATMENT PLANT, r~\ r-w-r- ^ J— h— L_^ J COUNTY SANITATION DISTRICTS OF LOS ANGELES COUNTY- COUNTY SANITATION DISTRICTS OF ORANGE COUNTY -l-1-.M-l-i...i-i...i-l- |..,|-H«-l-'-l«l-l'.'l-l-l-|.-l~^-l-°|.-l°-'l-l»'M^|...|-l-l-qx MONTHLY DISCHARGE OF SEWAGE FROM THE LOS ANGELES METROPOLITAN AREA JULY 1954 THROUGH JUNE I960 DEPARTMENT OF WATER RESOURCES. SOUTHERN DISTRICT 1961 / \ \^ / / A / ^ /- Z39 \ — / _S£i_J ■/ J^ -J \ -/- ..J1S>.\ ^- — -/ 4 ._110_ ^ J- ,22 0, \ A / V "^ / ^^ - i IY.\ _.JL5.. _ / / ^ / \ \ A V — / \ Id 00 A 1 \ ., i^ N ''^^ ^^''\ V / ' 1 ■ /' liiO 1050 ^ ^ V\,' ^ 1160 1120 :^ 4% ^ / 1160 — 1120 — ^oc^ ^1\ r iiao loeo — ^A P- f- 1150 r^ -— S^-A^-^A iIZO 1060 S;'_ ^ 1190 1090 \^ \ / (- 'dj. V-''- 110 ■ J Wi y-- j-W. /\ 106 -Im V V-N 968 8S5 '/v H ^ — 82 \ . — "' /" p — S4 3 V ;9^? =T\ .._ 918 ■^ A f-- I 80 4 r — & \ 1 i-\ 100 p /' % \ 64 1 ■■— ^*v ' w- V, -V H w/ ===f^ \7 \ r^ / V \A / ^ \J ^ / TMUfiSOAT DATE AND TIME VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 17 THROUGH JUNE 23, 1955 VALLEY SETTLING BASIN, LOS ANGELES CITY SEWERAGE SYSTEM DEPARTMENT OF WATER RESOURCES. SOUTHERN DISTRICT 1961 90 n . ^/ ^, /■ /• ^ \r J V S 7\ r ^ r^ / 1 — ^ — s , — ' ^. ..^ 90 \ — / 74 6 V V \ / 71 6 V. \ / 68 9 ; v Su ^^ V- , x 72,1 V: ^ /- 75 1 \ , [/ 739 ^ \ / 74 1 — V- z o: \ / \i \ / \ / i '/ \ / \ \ / \ 70 \, / V^ / \ / V \ / V. / \y / kj 1 z V \ / \ / Y vy WOTE SAMPLING STATION LOCATION SHOWN 4S NO.©OW PLATE Z CONDUCTANCE MICROMHOS R AT 25* C \ i 1400 -'-*' o A A A A A K 1 \ ^' A 1060*"''^ A ■f ^7 V A- / 1030 \. A -A V°-=°- V :v- N:- V /,. V7 \ —-f ^ 1040 v,/^ "r\ ~j _k -^■ ^T" A / V- *---7'^ 'u ^ V V ^^ \/ / v ^ V_ 7" ''V. -7^ /V —> ^ J V LEGEND ~ioso~ '"^"'"^^ '''-°* ''°'' '"^ °*'' z < J zi UK A \ A , ^ LORIDE CO PARTS P Ak A ; />r \ -J r^ ^ , / '\r\ > ) J I . h l\ 101 J u /:^^ ^£:y„ lOO X - i\/\ -j^/ -w 'V V- ^. ---V ''"••^•s w-^ zA JV ^K^ ^w J-' p- /-v ^ 'V_ y^ t?^-^^" -V°v ^ A: rp V" "^ J \^ V V A. V ..s. V NOON SUNDAY JWNE 19 MONDAY JUNE 20 DATE AND TIME VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 17 THROUGH JUNE 23, 1955 GLENDALE OUTFALL SEWER AT PARTRIDGE AVENUE, LOS ANGELES CITY SEWERAGE SYSTEM OEP*RTMENT OF WiTEH RESOURCES. SOUTHERK DISTRICT H VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 17 THROUGH JUNE 23, 1955 GLENDALE OUTFALL SEWER AT FOURTH STREET AND MISSION ROAD, LOS ANGELES CITY SEWERAGE SYSTEM OEPABTMENT OF W«TER BESOURCES, SOUTHERN DISTRICT 196! r^ 600 /~>^ k s^ / J03 ^^ --, / /— •- --/ 1 '~ 305 ^ r^ X / soo ■^ ^^ / 295 -~- J 296 ^ / K k i 280 N A 25! — 1 ■^ ^. J / \ ^ / \ ^ r J ^ ^ ^^ r "^ NOTE- S«MPLIN8 STATION LDCiTlON SHOWN tS NO («) OH PLATE 2 p-^ A / \i j300_ Jy r- w \. A -^ -^ r y\ \^v 1 — '\ZM J r^^ . r s J ^ 1220 > -^A Aa J2_10_/_ ;^^.J 1240 r^- ^. -yv V- V- ■-7 v^ ""--> ^V \^ ^y- ^-^\ ^^^ t ^^ "v^ v K 7 \: ^ ^ \/''\ "JJl LEGEND ?^^ »«Ef.*CE FLOW rOR THE D^t -Jl** *V£B«GE. WEiCHlEO 6- FLOW K/\ \ A /I 150 -\ ... \i / ^ \v ■N /^ J~ \ 148 A / A r _Vs4. ^>J-\- O ^ JIOJ^ ^/] — -^ V^ y^ v_j ^__. —j ^ /:rvv^. V J V \ ■^^ ^ K ^A/ J- j-.V '^^^^'^ ^^ ^^^_^ Cn / "^ L-V v„ \r \ P DATE AND Ti WE VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 24 THROUGH JUNE 30, 1955 NORTH OUTFALL SEWER AT MANHOLE NO I, LOS ANGELES CITY SEWERAGE SYSTEM DEPARTMENT OF W4TEH RESOURCES, SOUTHEHHf DISTRICT I9ei NOTC: Ulin.lH« STATtOM LOCATtON »«0«N U MO ® OM PLATE 2 MONDAY JUNE 27 DATE AND TIME VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 24 THROUGH JUNE 30, 1955 CENTRAL OUTFALL SEWER NEAR FLORENCE AVENUE AND ASH AVENUE. LOS ANGELES CITY SEWERAGE SYSTEM DEPARTMENT OF WATER RESOURCES , SOUTHERN DISTRICT IMI 60 > / \ \ 1 \ y\ V — / ■f — .'L!-. "-- \ \ / y 215 ■\ 1 217 \ 1 1 \ ^ ^^. \ 1 1 2>i_ ^^^ ^—- F-- \ / 90 \ / 1 / ^-- \ 1 1 s A - V \ / / / \ \ \ \ 1 1 \./ \/ \ / \/ NOTE SAMPLING STATION LOCATION SHOWN AS NO (7) ON PLATE Z 1 / \ / / I \ \ / \ \ \ / \ /\ /\ / / \ \ / / \ \ / / \ \ \ / \ / / \ / / s \ 1 \ 1 \ \ / / \ \ \ y / \ 5070 / \ \ / / / \ \ / / \ \ 5040 1 1 \ > \ 1 1 \ \ /..__ \ ..^ / / \ \ / \ ^^- { \ 4490 / \ .-'^-. ^ ^ /____ _V- \ \ ^750_ ^- ' 1 \ \ ^ — \ ,---' V / / / ^^'' /■ \ ICGENO -^^ avERAGE FLOW »0B THE OiH _1G10_ ^^,£f,„5E^ WEIGHTED BY FLOW / / \ 1 / ^^ n / \ \ \ A J'\ i\ /\ / / \ V \ 1 1 \ \ / / \ \ / 1 \ \ / \ \ 1 1 \ \ 1 1 I \ \ / / \ \ l-)40 t 1 \ \ 1530 y -i — 1 I \ 1740 1 1 \ \ J_ \ V 1 \ — \ — __I570_ 1 1 \ __1 — 1510 \ / \ — V- \ / .__^_ y — \- \ / / \ ^^ \ \ ^" . — - _____.' V- ^'^ / ^ ^ ^^ \ -^ V' — 500 \ / " ^™ / »■* MONDAY JUNE 37 DATE AND TIME VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 24 THROUGH JUNE 30, 1955 VENICE PUMPING PLANT INFLUENT. LOS ANGELES CITY SEWERAGE SYSTEM DEPARTMENT OF WATER RESOURCES, SOUTHERN ttSTRICT IMt DATE ANO TIME VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 24 THROUGH JUNE 30, 1955 HYPERION SEWAGE TREATMENT PLANT, LOS ANGELES CITY SEWERAGE SYSTEM "MEUT OF WflTER SESOUSCtS. SOUTMERM DISTRICT ISei 50 z 5- 50 z -^- 1^ t-s^ -c^- p ^- »± -TT, ^ — -*= -r^ :^ M^ =lJ- tftJ- ^3_ hF^ II g ^^^ Af ,^lij:__ -r^- =1- 10 1— — ^ -* s y\ ZS ^QQJJ \ \ 3830 __\ 4080 \ ^ /\ 3880 — \ 3750 C ^ .^ --N 3520 ^ ^ ^ . jsao r^ _..A _37IO_ _ -^ =wi ::/ \^ -^^ V. ^o ;" V^ -^^- i^ ■- V '' ^ V. i^'-o "°° \y / "' 1 LEGEND _!?J_ avEB^ce FLOW p=or the period _LliP_ AVERAGE. -E'CHTEO 8. rto- z o z K ? sooo z i 2000 ^ A — ISOO 9 5 1 z lOOO .y^ 1060 \ -A" _II2£ :a ji50._ .___^ \ Ax^\ ^, 1030 _ ^^ ^^ ::^ 1060 -—y- ^ ^.\ 1130 ^__^ ^ 1000 v:;; 7 " vl^ Srx "^- \y = ^ /" \^ ^^ 500 ° wio iC«' ou mTd" g^Tt J 1 \-r UiO ON «1DN iGhT cnAV MONDAY JUNE ^7 DATE AND Tl ME VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD JUNE 24 THROUGH JUNE 30, 1955 TERMINAL ISLAND TREATMENT PLANT EFFLUENT, LOS ANGELES CITY SEWERAGE SYSTEM DfcPaRTMENr (J^ WartR HbSOUfiCES, SOUTHERN DISTRICT I96l HYDROGRAPH OF SEWAGE FLOW FROM DECEMBER 5,1955 TO DECEMBER 12,1955 — COUNTY SANITATION DISTRICTS OF LOS ANGELES COUNTY IH'ORTMEI.T OF WSTER RESOURCES. SOUTHEBN DISTRICT 1961 soon TUESOflT TMURSOAy MARCH 2« NOON FRIDflV MARCH 25 NOON SATUROA'* DATE AND TIME VARIATIONS IN CHLORIDE CONCENTRATION, ELECTRICAL CONDUCTIVITY, AND FLOW FOR PERIOD MARCH 20 THROUGH MARCH 26, 1955 PLANT NO-I EFFLUENT, COUNTY SANITATION DISTRICTS OF ORANGE COUNTY OEPHBTMENT OF WATER HESOUBCES, SOUTHERN DISTRICT r^ (Nal ZOO 600 SCO : 400 SULFATE 200 TOTAL Dissolved SOLIDS (TDS) DAY OF WONT» i r^^rTfTT^^^^rtilTTTTTT^rTT^M^Tt^rrtflim^girt TTTTTI^Il I! II I hi □=t£ lR^r rttati±ridni rrrrnriY^w !i I i^mrtTTTTnTTTrn^i ! il nl r i Hi i ^^n iw 1 1 ni i f i 1 i 1 i^n^TTr^^nT-^T^^^rn ii ii M TTTir^Er^ mnrr Ii. i Dm M Th h I I l -n r^T^ ^-U^ t . ^^4-^ ^^f-flHtnm fip^^ ^1 ti t M nvifiY JJM i "fr^lm+ " M m 7 IS 19 20 El 32 23 e 19 20 21 22 23 STATION VALLEY SETTLING BASiN EFFLUENT GLENDALE OUTFALL SEWER AT PARTRIDGE AVE GLENDALE OUTFALL SEWER AT FOURTH ^, MANHOLE NO I CENTRAL OUTFALL SEWER NEAR FLORENCE HYPER.ON SEWA" TREATMENT PLANT —I Jl 1_ uutMVL STREET AND MISSION ROAD ~^^~ ~ AVENUE AND ASH AVENUE || FINAL EFFLUENI 24 25 26 ZT I 2B I 29 I 30 II 30 I. .a ^"" SODIUM (No) 100 Of" MOURLT GfiflB S6MPLE WITH THE mIOhEST EC ONO CI FOB THE Dav *MEN THET CORBESPOND CD' NOTE The aeOVE SAMPLES ARE PLOTTED OVER THE DATE REPBESENTINC A TWENTY-FOUR HOUR PERIOD FROM 12 MiDNIGHT TO i; MIDNIGHT. THE CENTER REPRESENTING IZ NOO^t SILICA ISiOjl 10 PP"" TOTAL DISSOLVED SOLIDS aOO ITDSl 600 OAT OF MONTI STATION MINERAL ANALYSES OF SEWAGE SAMPLES FROM SELECTED STATIONS, CITY OF LOS ANGELES SYSTEM- JUNE 1955 DEPARTMENT OF WATER RESOURCES, SOUTHERN' DISTRICT 196" CALCIUM 80 fCol ppm SO MAGNESIUM 20 (Mgl soo BICARBONATE ppm 400 600 soo SULFATE 400 (SOJ pptn 300 500 400 TOTAL 1200 DISSOLVED SOLIDS (TO SI PP*" 1000 DAV OF MONTH STATION in M r^-^ III — ^11 ir— r niH n r^r^ m JO,"B"-LOMA AVE AND KLINGERMAN ST SOUTH WHITTIER OUTFALL- SOUTH OF IMPERIAL HWY. ON CARMENITA RD. -BORT STREET EXTENDED WEST OF GALE AVENUE SO CALCIUM (Co) 60 ppm 20 MAGNESIUM (Mg) 10 Ppni '00 SODIUM (No) 200 PP"* 40 POTASSIUM (K) 600 500 300 ZOO 500 400 BOH ON (B) 1.0 ppm 30 SILICA ISIO,) 1200 TOTAL DISSOLVED SOLIDS (TD5) 1000 ff"' LEGEND GHOB SAMPLE I I "- CONTINUOUS SAMPLE NOTE. The above samples are ploiteo OVE" THE OAIE REPflESENTING « TWENTI-FOUR HOUR PERIOD FROM 12 MIDNICHT TO 12 MIDNIGHT, THC CENTER REPRESENTING 12 NOON MINERAL ANALYSES OF SEWAGE SAMPLES FROM SELECTED STATIONS. COUNTY SANITATION DISTRICTS OF LOS ANGELES COUNTY-DECEMBER 1955 DEPARTMENT OF WATER RESOURCES, SOUTHERN DISTRICT I9GI MAGNESIUM 30 (Mg) 300 250 SILICA 30 (SiOi) 1200 TOTAL DISSOLVED SOLIDS "100 (TDS) ppm 1000 DAY OF MONTH u nn ID nnnrtirUm nnnm nn^^m m mm Ml m m. ' r] - p . " M 20 21 22 23 " 1 25 26 2^™ CD' HOURLY GRAB SAMPLE WITH THE HIGHEST EC AND CI FOR THE DAY WHEN THEY CORRESPOND ^POSITE IN PROPORTION I PROPORTION NOTE- THE ABOVE SAMPLES ARE PLOTTED OVER THE DATE REPRESENTING A TWENTY-FOUR HOUR PERIOD FROM 12 MIDNIGHT TO 12 MIDNIGHT. TmE CENTER REPRESENTING 12 NOON MINERAL ANALYSES OF SAMPLES OF EFFLUENT FROM PLANT NO I COUNTY SANITATION DISTRICTS OF ORANGE COUNTY-MARCH 1955 DEPARTMENT OF WATER RESOURCES, SOUTHERN DISTRICT 1961 10.000 9.000 8,000 7.000 6.000 3.000 Z.500 1,000 900 800 700 600 250 200 / y / / / / / / /' / .vt 1 A y '^. y c Y ^y ^ / / y / y^ / y / / y / / y / y y y / / y X ^^^ .p Y _, < .^ r ^ t -/^ f!*' Y ^ Y ^ y ^ y NOTE BASED ON OSTA FROM "REPORT ON THE COLLECTION. TREATMENT AND DISPOSAL OF THE SEWAGE OF SAN OtEGO COUNTV, CALIFORNIA" BY RAWN, CALDWELL. AND HYDE AND ADJUSTED TO PfilCES PREVAILING IN I960 y y y^ y ^ 2 5 3 a 5 6 T e 9 (0 l5 20 25 30 40 50 60 70 60 90 100 DESIGN CfiPflCiTV BASED ON AVERAGE FLOW IN CUBIC FEET PER SECOND 150 200 ESTIMATED COSTS OF WATER RECLAMATION PLANTS DEPAFITMENT OF WATER RESOURCES. SOUTHERN DISTRICT 1961 PLATE 21 '"V -A •\r ^/A w r <' -> \^ -tl »' 1 ,<-'>■' \:: ^ r r1 V. [*<' rf?:' N. •^^-^ N, % ^ \ ^' c^' '°s^?'^_. ^ V ^/ :v'i-^ jiS ^f^'> // I '•^^T N^' M / t '< •-./" \ ^ A CD mm WATEfl RECLAMATION PLANT PUMPING PLANT DIVERSION POINT CONDUIT FOR SEWAGE CONDUIT FOR RECLAIMED WATER INDUSTRIAL SERVICE AREA AGRICULTURAL SERVICE AREA SPREADING GROUNDS PROPOSED RECHARGE LINE EKISTING RECHARGE LINE STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES SOUTMEBN DISTRICT FEASIBILITY OF RECLAMATION OF WATER FROM WASTES IN THE LOS ANGELES METROPOLITAN AREA LOCATION OF POTENTIAL WATER RECLAMATION PLANTS. CONVEYANCE SYSTEMS. AND SERVICE AREAS THOUSANDS OF flCRE-FEET PER YEAR COST OF RECLAIMED WATER FROM POTENTIAL PROJECTS IN THE LOS ANGELES METROPOLITAN AREA OEPflRTMENT OF WATER RESOURCES, SOUTHERN DISTRICT l96l A I THIS BOOK IS DUE ON THE lAST DATE STAMPED BELOW RENEWED BOOKS ARE SUBJECT TO IMMEDIATE RECALL WAR 17^967 JUL irW9S8 FIB 11^^^^ JUN 1 6 1978 JUN 2 REC'D LIBRARY, UNIVERSITY OF CALIFORNIA, DAVIS Book Slip-50m-8.'63(D9054s4)458 •^n^npc; California, Dept. of Water Resources. ' J r 111 PHYSICAL SCIENCtS LIBRARY Call Number: LlBKAK ^ UWlVKkSITV OF CAJ-lfORNIA DAVIS 306025 75 02037 7175