LTB'RARY DAVIii Digitized by the Internet Archive in 2012 with funding from University of California, Davis Libraries http://archive.org/details/santaanariverinv15cali STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING Bulletin No. 1 5 SANTA ANA RIVER INVESTIGATION EDMUND G. BROWN Governor HARVEY O. BANKS Director of Water Resources February, 1959 STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING Bulletin No. 15 SANTA ANA RIVER INVESTIGATION EDMUND (,. BROWN \irf'Tw^9^i HARVEY O. BANKS Governor \»\S : ijjJ&P§F') Director of Water Resources February, 1959 TABLE OF CONTENTS Page LETTER OF TRANSMITTAL, DEPARTMENT OF WATER RESOURCES vii ACKNOWLEDGMENT viii ORGANIZATION, DEPARTMENT OF WATER RESOURCES, DIVISION OF RESOURCES PLANNING ix ORGANIZATION, DEPARTMENT OF WATER RESOURCES, CALIFORNIA WATER COMMISSION x Tage CHAPTER I. INTRODUCTION 1 Authorization for Investigation 1 Related Investigations and Reports 1 Scope of Investigation and Report 2 Area Under Investigation 3 Topography and Stream Systems 3 Upper Santa Ana, Unit 4 San Jacinto Unit- Elsinore Unit Lower Santa Ana Unit- Climate Native Cover Soils Geology Present Development CHAPTER II. WATER SUPPLY 11 Precipitation 12 Precipitation Stations and Records 12 Precipitation Characteristics i 14 Depth of Precipitation 14 Quantity of Precipitation 15 Runoff 15 Stream Gaging Stations and Records 15 Runoff Characteristics 18 Quantity of Runoff 19 Upper Santa Ana Unit 20 San Jacinto Unit 23 Elsinore Unit 24 Lower Santa Ana Unit 26 [mported and Exported Water and Sewage 26 Underground Hydrology 30 Ground Water Geology 31 Upper Santa Ana Unit 31 San Jacinto Unit 32 Elsinore Unit 32 Lower Santa Ana Unit 33 Specific Yield and Ground Water Storage Capacity 34 Ground Water Levels 34 Change in Ground Water Storage 35 Subsurface Inflow and Outflow 35 Page Quality of Water 38 Standards for Quality of Water 39 Quality of Surface Water 40 Quality of Ground Water 41 Upper Santa Ana Unit 41 San Jacinto Unit 42 Elsinore Unit 42 Lower Santa Ana Unit 43 Salt Balance 44 CHAPTER III. WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 47 Water Utilization 47 History of Water Supply Development 47 Present Water Development Works 49 Land Use 50 Base-Period and 1948 Land Use 50 Probable Ultimate Land Use 56 Unit Use of Water 57 Base-Period and 1948 Water Utilization— 60 Probable Ultimate Water Utilization 61 Supplemental Water Requirements 61 1948 Supplemental Water Requirements 63 LTpper Santa Ana Unit 63 San Jacinto LTnit 63 Elsinore Unit 64 Lower Santa Ana Unit 64 Ultimate Supplemental Water Requirements.- 67 Summary of Supplemental Water Requirements 68 CHAPTER IV. PLANS FOR WATER DEVELOPMENT Plans for Local Water Development Operation of Prado Reservoir for Water Conservation Reduction of Nonbeneficial Consumptive Use of Water by Phreatophytes Reclamation of Sewage Plans for Importation of Water 69 69 70 72 72 74 TABLE OF CONTENTS— Continued Page CHAPTER V. FLOOD CONTROL . .__ 79 Historic Floods 79 Existing and Proposed Flood Control Projects— 79 [Jpper Santa Ana Unit 80 San Jacinto Unit 83 Elsinore Unit 83 Lower Santa Ana Unit 83 Page CHAPTER VI. SUMMARY OF CONCLU- SIONS, AND RECOMMENDATIONS 93 Summary of Conclusions 93 Recommendations 93 APPENDIXES A. Reports on Related Investigations 95 B. Geology of San Jacinto and Elsinore Units — 99 C. Recorded Monthly Precipitation at Stations in San Jacinto and Elsinore Units 127 D. Runoff of Streams in Santa Ana River Basin 151 E. Imports and Exports of Water and Sewage — 181 F. Depths to Ground Water at Measurement Wells in and Adjacent to Elsinore Unit, Santa Ana River Basin 187 G. Land Use in Santa Ana River Basin in 1948 195 II. Existing, Proposed, and Considered Flood Control Projects 199 TABLES 1. Recorded and Estimated Seasonal Precipita- tion at Selected Stations in Santa Ana River Basin 13 2. Mean Monthly Distribution of Precipitation at San Bernardino 14 3. Estimated Mean and Average Seasonal Quan- tities of Precipitation on Valley Floor Areas of Santa Ana River Basin 15 4. Stream Gaging Stations in Santa Ana River Basin 16 5. Recorded Seasonal Runoff and Estimated Seasonal Natural Runoff of Santa Ana River Near Mentone : 18 6. Mean Monthly Distribution of Seasonal Run- off of San Antonio Creek Near CTaremont and of Santa Ana River Near Prado 18 7. Recorded Maximum and Minimum Rates of Discharge at Selected Stream Gaging Sta- tions in Santa Ana River Basin 19 8. Estimated Average Seasonal Inflow to and Outflow From Valley Floor of San Timoteo Subunit 20 9. Estimated Mean Seasonal Surface Outflow From Bunker Hill Subunit Under 1948 Con- ditions of Water Supply Development and Utilization 22 10. Estimated Average Seasonal Inflow to and Outflow From Valley Floor of Bunker Hill Subunit 22 11. Estimated Mean Seasonal Surface Outflow From Riverside Subunit Under 1948 Condi- tions of Water Supply Development and Utili- zation 23 12. Estimated Average Seasonal Inflow to and Outflow From Valley Floor of Riverside Sub- unit 23 13. Estimated Mean Seasonal Surface Outflow From Chino Subunit to Lower Santa Ana Unit Under 1948 and Probable Ultimate Con- ditions of Water Supply Development and Utilization 23 14. Estimated Average Seasonal Inflow to and Outflow From Valley Floor of Chino Subunit 24 15. Estimated Average Seasonal Inflow to and Outflow From Vallev Floor of San Jacinto Unit 1 24 16. Estimated Average Seasonal Inflow to and Outflow From Valley Floor of Elsinore Unit 26 17. Estimated Average Seasonal Inflow to and Outflow From Valley Floor of Santa Ana Forebay 27 18. Major Imports and Exports of Water and Sewage to, From, and Within Santa Ana River Basin 28 19. Water Imported to Santa Ana River Basin by the Metropolitan Water District of South- ern California 30 20. Estimated Average Seasonal Imports and Ex- ports of Water and Sewage Among Units of Santa Ana River Basin 30 21. Estimated Average Specific Yield and Ground Water Storage Capacity of Principal Water- Bearing Deposits in Santa Ana River Basin 34 TABLE OF CONTENTS— Continued TABLES-Continued Page 22. Estimated Average Seasonal Base Period Changes in Ground Water Storage in Units and Snbunits of Santa Ana River Basin 35 23. Estimated Average Seasonal Subsurface In- flow to and Outflow From Units and Sub- units of Santa Ana River Basin 38 24. Complete Mineral Analyses of Representa- tive Surface Waters in Santa Ana River Basin 40 25. Complete Mineral Analyses of Representative Ground Waters in Santa Ana River Basin 41 26. Principal Water Conservation and Flood Control Reservoirs in Santa Ana River Basin 49 27. Principal Spreading Grounds in Santa Ana River Basin 50 28. Principal Water Service Agencies in Santa Ana River Basin 52 29. Base Period and 1948 Patterns of Land Use in Units and Snbunits of Santa Ana River Basin 54 30. Probable Ultimate Land Use Patterns in Santa Ana River Basin 56 31. Estimated Base Period and Present Unit Values of Seasonal Consumptive Use of Water in Units and Snbunits of Santa Ana River Basin 58 32. Probable Ultimate Land Use Patterns in Urban Areas of Upper and Lower Santa Ana Units 60 33. Estimated Probable Ultimate Unit Values of Seasonal Consumptive Use of Water in Santa Ana River Basin 60 34. Measured Quantities of Water Served by Or- ganized Agencies in Santa Ana Pressure Area 61 Page 35. Estimated Seasonal Quantities of Applied Water in Santa Ana Pressure Area.. 61 36. Estimated Base Period and 1948 Seasonal Consumptive Use of Water in Santa Ana River Basin 62 37. Probable Ultimate Mean Seasonal Consump- tive Use of Water in Santa Ana River Basin 62 38. Estimated 1948 Mean Seasonal Supplemental Water Requirement in Subunits of Upper Santa Ana Unit 63 39. Estimated 1948 Mean Seasonal Supplemental Water Requirement in San Jacinto Unit 64 40. Estimated 1948 Mean Seasonal Supplemental Water Requirement in Elsinore Unit 64 41. Estimated 1948 Mean Seasonal Supplemental Water Requirement in Lower Santa Ana Unit 65 42. Probable Ultimate Mean Seasonal Supple- mental Water Requirement in Subunits of Upper Santa Ana Unit 66 43. Probable Ultimate Mean Seasonal Supple- mental Water Requirement in San Jacinto Unit 67 44. Probable Ultimate Mean Seasonal Supple- mental Water Requirement in Elsinore Unit 67 45. Probable Ultimate Mean Seasonal Supple- mental Water Requirement in Lower Santa Ana Unit 67 46. Summary of 1948 and Probable Ultimate Mean Seasonal Supplemental Water Require- ments in Units and Subunits of Santa Ana River Basin 68 47. Effect of Prado Flood Control Basin on P'lood Flows of Santa Ana River 84 PLATES Plates Nos. 1-13 are bound at end of bulletin following page 207 1. Hydrologic Units 2. Lines of Equal Mean Seasonal Precipitation 3. Precipitation Characteristics at Selected Sta- tions 4. Runoff Characteristics 5. Lines of Equal Depth to Ground Water, Fall of 1951 6. Lines of Equal Elevation of Ground Water, Fall of 1951 7. Elevation of Ground Water at Representative Wells 8. Lines of Equal Change in Ground Water Ele- vation, Fall of 1936 to Fall of 1944 9. Lines of Equal Change in Ground Water Ele- vation, Fall of 1944 to Fall of 1951 10. Ground Water Surface Profiles Along Talbert Water-Bearing Zone in Lower Santa Ana Unit 11. Major Existing and Potential Water Supply Developments 12- A. Present and Probable Ultimate Land Use in San Timoteo and Bunker Hill Subunits of Upper Santa Ana Unit TABLE OF CONTENTS— Continued PLATES-Continued 12-R. Present and Probable Ultimate Land Use in Chino and Riverside Subunits of Upper Santa Ana Unit and in Elsinore Unit 12-C Present and Probable Ultimate Land T T se in San Jacinto Unit 12-1). Present and Probable Ultimate Land Use in Lower Santa Ana Unit 13. Existing and Proposed Flood Control Projects Plates Xos. B-l through B-3B are found at end of Appendix B, page 126 B-l A. Northern Portion of San Jaeinto-Elsinore Area, Areal Geology B-1B. Southern Portion of San Jacinto-Elsinorj Area, Areal Geology B-2. San Jaeinto-Elsinore Area, Geologic Crosi Sections. B-3A. Specific Yield of Zone 50 Feet Above Watq Table, Winter of 1948-49, Northern Portioi B-3B. Specific Yield of Zone 50 Feet Above Wate; Table, Winter of 1948-49, Southern Portioi Plate F-l is bound at end of Appendix F, page 194 F-l. Location of Wells In and Adjacent to Elsinori Unit PHOTOGRAPHS Page Chino Subnnit 5 Big Bear Lake 8 Newport Bay 9 Santa Ana River Near Redlands 21 Elsinore Unit 25 Parker Dam and Colorado River Aqueduct 29 San Jacinto Valley 37 Newport Bay 45 Water Spreading Grounds 51 Citrus Orchard Lower Santa Ana Unit Lower Santa Ana Unit Lake Mathews Terminal Storage. Prado Dam Feather River Above Oroville Flood of March, 1938 Upstream of Prado Dam Photographs printed herein are shown on the pages noted, through the courtesy of the following: Corps of Engineers, U. S. Army, 73, 91; Division of Highways, State Department of Public Works, 59; Eastern Municipal Water District, 37; Fairchild Aerial Surveys, Inc., 87, 88, 89, 90; Walter Gerhardt, Photographer, 9; Pacific Air Industries, 45, 55; San Bernardino County Board of Trade, cover, 5, 8, 21; San Bernardino Valley Water Conservation District, 51; State Depart- ment of Water Resources, 75; Sunkist Growers, 53; The Metropolitan Water District of Southern California, 29 tb, 71; Western Municipal Water District, 25. Abbreviations: t, top b, bottom VI LETTER OF TRANSMITTAL EDMUND G. BROWN Governor HARVEY O. BANKS ADDRESS REPLY TO director ^0*HrQp%. p ° BOX 388 Sacramento 2 jTC*^ '""V" knC\ 1I20 N STREET HI CKOR r 5-471 1 STATE OF CALIFORNIA Srpartmrttt nf OTatrr SraourrrB SACRAMENTO February 27, 1959 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. 15, entitled "Santa Ana River Investigation," as authorized by Chapter 1529, Statutes of 1947. Originally under the direction of the State Water Resources Board, the Santa Ana River Investigation was conducted and Bulletin No. 15 was prepared by the Division of Water Resources of the Department of Public Works. The duties and responsibilities of the Board and Division have subsequently been assumed by the Department of Water Resources and Bulletin No. 15 was completed by the Division of Resources Planning of that Department. Bulletin No. 15 contains an inventory of surface and underground water re- sources of the Santa Ana River Basin in San Bernardino, Riverside, Los Angeles, and Orange Counties, estimates of 19-48 and probable ultimate water utilization, estimates of 1948 and probable ultimate supplemental water requirements and a discussion of possible local water development works and works for importa- tion of water from sources outside the basin. The aforesaid estimates of supple- mental water requirements in subdivisions of the basin are in no way intended to be indicative of such requirements from the standpoint of legal water rights of water users in the respective subdivisions. The bulletin also contains a discus- sion of flood control problems in the basin and of existing and proposed remedial works. Very trulv vours, $£-<-&. <2£z&— Harvey 0. Banks Director ACKNOWLEDGMENT Valuable assistance and data used in this investigation were contributed by agencies of the Federal Government, the State of California, cities, counties, public districts, and by private companies and individuals. This cooperation is gratefully acknowledged. Special mention is also made of the helpful cooperation of Porter H. Albright; J. A. Bradley, former Chief Engineer, Orange County Flood Control District ; John W. Bryan, Chief Engineer, Riverside County Flood Control and Water Conservation District; D. R. Crane, City Engineer, City of Elsinore; E. F. Dibble, Engineer for San Bernardino Valley Water Conservation District ; C. C. Elder and George Fox of The Metropolitan Water District of Southern Cali- fornia; Erwin E. Farrar, President of Eastern Municipal Water District; Everett L. Grubb, President of Elsinore Valley Municipal AVater District; P. B. Hasbrouek, Manager, Fontana Union Water Company; V. C. Heil (de- ceased) ; W. K. Hillyard, County Surveyor, Orange County; Horace P. Hinck- ley; Leslie A. Hosegood and his predecessor, Bard Livingstone, Superintendent of Municipal Water Department, City of San Bernardino; J. J. Prendergast; Howard L. Way (deceased), Flood Control Engineer, and Royal V. Ward, Assistant Flood Control Engineer, San Bernardino County Flood Control Dis- trict; E. D. Woodward, Vice President and Manager of Lake Hemet Water Company. VIII ORGANIZATION DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING HARVEY O. BANKS Director of Water Resources RALPH M. BRODY Deputy Director of Water Resources WILLIAM L. BERRY Chief of Division of Resources Planning JOHN M. HALEY_ Assistant Division Engineer This bulletin was prepared by WAYNE MacROSTIE Principal Hydraulic Engineer and A. J. DOLCINI, Principal Hydraulic Engineer Assistance was furnished by C. K. FELLOWS.. Senior Hydraulic Engineer R. L. COX Assistant Civil Engineer E. J. BARNES Associate Hydraulic Engineer R w WH | TAKER Junior Civi | Engineer L. R. MITCHELL Civil Engineering Associate J. H. LAWRENCE Associate Land and Water Use Analyst E. P. WARREN Associate Statistician J. W. COOK Assistant Hydraulic Engineer H. B. KNIGHT Assistant Hydraulic Engineer R. R. STUART Assistant Hydraulic Engineer R - T - BEAN Supervising Engineering Geologist D. R. BENGSTON Assistant Civil Engineer J. L. JAMES Supervisor of Drafting Services Lenore N. Case Senior Stenographer-Clerk Work in southern California was performed under the direction of MAX BOOKMAN, District Engineer and R. M. EDMONSTON, Principal Hydraulic Engineer Assisted by D. B. WILLETS Supervising Hydraulic Engineer H. HANSON Associate Civil Engineer HARRY BANKS Assistant Civil Engineer PORTER A. TOWNER, Chief Counsel PAUL L. BARNES, Chief of Division of Administration ISABEL C. NESSLER, Coordinator of Reports IX ORGANIZATION DEPARTMENT OF WATER RESOURCES CALIFORNIA WATER COMMISSION ARNOLD FREW, Chairman, King City JAMES K. CARR, Vice Chairman, Sacramento JOHN W. BRYANT, Riverside RICHARD H. FUIDGE, Marysville JOHN P. BUNKER, Gustine WILLIAM H. JENNINGS, La Mesa KENNETH Q. VOLK, Los Angeles WILLIAM M. CARAH, Executive Secretary GEORGE B. GLEASON, Chief Engineer CHAPTER INTRODUCTION Since 1900 there has been intermittent but rapid increase in the population of the Santa Ana River Basin and concurrent development of agriculture and industry. This rapid development has brought about large increases in water consumption, most of which is supplied by pumping from underlying ground wa- ter resources. During the 1920 's and early 1930 's these greater demands, intensified by the occurrence of a drought period, caused ground water levels to- fall in many parts of the basin. Efforts to conserve runoff by spreading flood waters on porous alluvium, a practice commenced in certain areas before 1900, were expanded. Construction of several surface reser- voirs resulted in either direct or incidental water con- servation benefits. Although these efforts substantially reduced runoff to the ocean, it had become apparent by 1947 that developed local water supplies were in- sufficient to satisfy the demands. This conclusion was emphasized by accelerated lowering of ground water levels during the series of dry years following 1944. AUTHORIZATION FOR INVESTIGATION In consideration of the adverse water situation in the Santa Ana River Basin, local groups in that area requested the State Legislature to provide funds for an evaluation of the water problems of the Santa Ana River Basin. As a consequence, Chapter 1529, Stat- utes of 1947, was enacted by the Legislature. This act states : 1 ' There is hereby appropriated out of any monies in the State Treasury, not otherwise appropriated, the sum of fifty thousand dollars ($50,000) to the Water Resources Board to be expended during the 1947-48 fiscal year by said Board in an investiga- tion of the water resources of the Santa Ana River Stream System in Southern California." The State Water Resources Board referred con- duct of the investigation to the Department of Public Works acting through the agency of the State Engi- neer, pursuant to the provisions of the State Water Resources Act of 1945, as amended. The investigation was commenced by the Division of Water Resources in December, 1947. Effective on July 5, 1956, pursuant to Chapter 52, Statutes of 1956, the State Department of Water Resources was created. The Department succeeded to, and was vested with, all of the powers, duties, pur- poses, responsibilities, and jurisdiction in matters per- taining to water formerly vested in the Division of Water Resources of the Department of Public Works, the State Engineer, the State Water Resources Board, and the Water Project Authority of the State of Cali- fornia. In particular, the authority and responsibili- ties of the Board, relative to the Santa Ana River Investigation and preparation of this bulletin, are now vested wholly in the Department of Water Re- sources. RELATED INVESTIGATIONS AND REPORTS Investigations by county, state, and federal agen- cies have covered various phases of water problems of the Santa Ana River Basin, beginning in 1880 with the activities of William Ham. Hall, the first State Engineer of California. A list of publications con- cerned with conservation and utilization of water sup- plies and control of floods in the basin is included as Appendix A to this bulletin. The earliest work by the State, cited in the preced- ing paragraph, dealt with conservation of Santa Ana River runoff by mountain storage for irrigation of lands near San Bernardino and Riverside. Subsequent state investigations have considered the following : description of irrigation enterprises that had been developed up to 1888 ; determination of water sup- plies in the San Jacinto and Elsinore drainage basins available for appropriation in 1922; water conserva- tion and flood control problems as of 1928 and 1930, together with recommendations for their solution ; quality of water; evaluation of overdraft on ground water basins in the South Coastal Basin in 1947 ; and most recently, in 1952, importation of Colorado River water to the Elsinore Basin and stabilization of Lake Elsinore for recreational purposes. In connection with the cited 1947 overdraft investigation, reported in Di- vision of Water Resources Bulletin No. 53, "South Coastal Basin Investigation, Overdraft on Ground Water Basins," available basic data were assembled and original studies were made of ground water levels, consumptive use of water, geology, and hydrology. Portions of this work were conducted by agencies of the United States Departments of Agriculture and of The Interior in cooperation with the State. The Department of Water Resources has recently completed surveys and studies under the State-wide Water Resources Investigation, authorized by Chap- ter 1541, Statutes of 1947. This investigation, which was under direction of the former State Water Re- i 1 i SANTA ANA RIVER INVESTIGATION sources Hoard, had as its objective the formulation of The California Water Plan for full conservation, con- trol, utilization, and protection of the State's water resources, both surface and underground, to meet present and future water needs for all beneficial pur- poses and uses in all areas of the State, insofar as practicable. The California Water Plan is a coordi- nated physical plan, which will be susceptible of de- velopment and construction by units, and of variation as necessity dictates, as component projects are made feasible by growing demands of an increasing popu- lation. Results of the State-wide Water Resources Investi- gation are published in three bulletins. State Water Resources Board Bulletin No. 1, "Water Resources of California," published in 1951, provides a concise in- ventory of available data regarding the water re- sources of California. Bulletin No. 2, "Water Utiliza- tion and Requirements of California," published in 1955, contains data on present use of water in the State and estimates of ultimate water requirements. Basic data developed in these first two publications are evaluated in Bulletin No. 3, which presents The California Water Plan. This bulletin was published in 1957. San Bernardino, Riverside, Orange, and Los An- geles Counties have gathered many data on surface and ground water supplies in the Santa Ana River Basin, and certain of the counties have conducted water use studies and have practiced the conservation of water by surface spreading or by use of ground water recharge wells, observing the results thereof. The counties have also studied flood control require- ments in the basin. In addition, Orange County has investigated the feasibility of reduction of water losses in swamp areas by lowering the water table to kill phreatophytes. Work by federal agencies in the Santa Ana River Basin was commenced in 1896 by the United States Geological Survey, with observation of flow in streams. This activity has been expanded and now involves the maintenance of about 35 stream gaging stations. That agency has also reported on hydrography and ground water hydrology at various times between 1902 and the present. The United States Department of Agriculture has completely mapped soils of the Santa Ana River Basin and has published a description thereof. The Agricultural Experiment Station of the University of California cooperated in this work, and has sub- sequently rated soils of the basin according to their suitability for agricultural use. The Department of Agriculture has also investigated the practice of spreading water for underground storage, utilization of water, and penetration of rainfall and irrigation waters, in portions of the basin. Flood control problems on all major streams in the basin have been investigated in detail by the Corp: of Engineers, United States Army. The Soil Con- servation Service and the Forest Service of the De- partment of Agriculture have also studied flood eon trol requirements in the basin. s .- SCOPE OF INVESTIGATION AND REPORT The general objectives of the Santa Ana River Investigation were to secure data and information rel- ative to water supplies and 1948 and ultimate require- ments for supplemental water, and to present recom- mendations for solution of 1948 and ultimate water problems of the basin. The investigation excluded any consideration of relative water rights of water users in the basin. Additional studies in the Santa Ana River Basin, and in adjoining areas of southern California, were conducted by the Division of Water Resources in con- nection with the State-wide Water Resources Investi- gation. These studies defined the component features of The California Water Plan which will provide water in sufficient quantities to meet probable ultimate supplemental water requirements in southern Cali- fornia. Although physical plans for delivering im- ported water to areas of need in the basin were not covered in the Santa Ana River Investigation, the essential features of The California Water Plan per- taining to the basin are described in this bulletin. Data published in Bulletin No. 53 on precipitation, runoff, import, export, and ground water fluctuation, covering various portions of the period from 1883-84 through 1944-45, were utilized in the Santa Ana River Investigation. These data were supplemented by addi- tional information obtained during the investigation for the three seasons from 1945-46 through 1947-48. The San Jacinto and Elsinore Basins, not considered in Bulletin No. 53, were covered by a comprehensive geological survey to determine characteristics of the alluvium and adjacent impervious rock formations which influence the occurrence and movement of ground water. Specific yield estimates, derived in the geological survey, and ground water level records were used to compute changes in ground water stor- age. Additional original work in the San Jacinto and Elsinore Basins was undertaken to estimate valley floor precipitation, runoff from hills and mountains, and imports and exports. Available mineral analyses of waters of the Santa Ana River Basin were reviewed and evaluated to determine where degradation had altered the natural chemical composition of water supplies. Well and surface waters for portions of the San Jacinto and Elsinore Basins not covered by recent prior analyses were sampled and analyzed to ascertain their quality at the time of the field investigation. INTRODUCTION 3 Water utilization in 1948 throughout the Santa Ana River Basin was estimated from a comprehensive land use survey which was conducted in 1948 and which embraced approximately 1,300 square miles of valley and hill lands. The valley floor and contiguous hill lands not provided a water supply in 1948 were sur- veyed to estimate the irrigable or habitable portions. The acreages of such lands together with areas that received water in 1948 were used to predict ultimate water utilization. Supplemental water requirements under 1948 and probable ultimate conditions were estimated from derived values of water supply and water utilization. Distribution of supplemental water requirements among subdivisions of the basin was based entirely upon physical considerations and, as before stated, in no way reflected a legal distribution of available water supplies pursuant to water rights. Reports on flood control by the Corps of Engineers and plans for proposed county flood control projects were reviewed in order that additional protective works required to prevent damage by major floods might be described. No original work was done with respect to flood control because the field appeared to have been adequately covered by prior studies, and also because of limited funds available. Results of the Santa Ana River Investigation are presented in this bulletin in the five ensuing chapters. Chapter II, "Water Supply," contains evaluations of precipitation and surface and subsurface inflow and outflow. It also includes results of investigation and study of the ground water resources, and contains data regarding mineral quality of surface and ground waters. Chapter III, "Water Utilization and Supple- mental Requirements," includes data and estimates of land use and water utilization under 1948 con- ditions and under probable ultimate conditions of development, and contains corresponding estimates of supplemental water requirements. Chapter IV, "Plans for Water Development," describes prelim- inary plans for conservation of available local water . supplies to meet supplemental water requirements in I part and discusses possible plans for importation of additional water supplies to meet the remainder of 1948 and probable ultimate supplemental water re- \ quirements. Chapter V, "Flood Control," presents a discussion of flood problems and possible remedial measures. Chapter VI, "Summary of Conclusions, and Recommendations," includes conclusions and recom- mendations resulting from the investigations and studies. AREA UNDER INVESTIGATION The Santa Ana River Basin lies on the Pacific slope of southern California between the major watersheds of the San Gabriel and Santa Margarita Rivers and includes parts of San Bernardino, Riverside. Orange, and Los Angeles Counties. The basin is roughly rec- tangular in shape, with a north-south width of about 60 miles and an east-west length of about 90 miles. It embraces a total area of about 2,780 square miles, of which valley floor lands constitute some 1,270 square miles and mountains and hills comprise the remaining 1,510 square miles. Location of the Santa Ana River Basin is indicated on the inset to Plate 1, entitled "Hydrologic Units." For purposes of the present investigation, the Santa Ana River Basin was divided into four natural geo- graphic units. These are designated and are herein- after referred to as "Upper Santa Ana Unit," "San Jacinto Unit," "Elsinore Unit," and "Lower Santa Ana Unit." These units and other geographic features are shown on Plate 1. Based upon geologic considera- tions related to the occurrence of ground water, the Upper Santa Ana Unit was further subdivided into the San Timoteo, Bunker Hill, Riverside, and Chino Subunits; and the Lower Santa Ana Unit was sub- divided into the Santa Ana Forebay and the Santa Ana Pressure Area. The Upper Santa Ana Unit is the area referred to in Bulletin No. 53 as the "Upper Santa Ana Valley" and the Lower Santa Ana Unit includes the areas referred to in that bulletin as "Lower Santa Ana River Area" and "Irvine Basin." The aforesaid boundaries of subunits of the Upper Santa Ana Unit were assumed to be the same as cer- tain of the basin boundaries given in Bulletin No. 53. Recent studies by the United States Geological Survey have resulted in a delineation of the San Jacinto Fault which differs from the one used to define part of the western edge of the Bunker Hill Subunit. Although the new information is undoubtedly more accurate than that shown in Bulletin No. 53, the difference was not considered great enough to warrant the change, which would have required minor revision of many of the computations described hereinafter. Topography and Stream Systems The principal mountain ranges of the Santa Ana River Basin are the high and rugged San Gabriel, San Bernardino, and San Jacinto Mountains which lie along the north and east boundaries of the basin. The Santa Ana Mountains, located in the southern portion of the basin between the foregoing ranges and the ocean, are less precipitous and lower in elevation. The topography of the valleys is generally smooth and regular. However, hills within the general valley areas break their surface regularities to varying degrees in each of the units. From rather gentle slopes in the lower portions, valley floor gradients gradually in- crease to the bases of mountains or hills. The Santa Ana River, principal stream of the basin, rises in the San Bernardino Mountains, flows southwesterly across the valley of the Upper Santa Ana Unit, through the narrow Santa Ana Canyon, and across the vallev of SANTA ANA RIVER INVESTIGATION the Lower Santa Ana Unit, entering the Pacific Ocean near Newport Beach. Upper Santa Ana Unit. The northernmost and largesl of the tour geographic divisions is the Upper Santa Ana Unit, it has an area of 1,490 square miles. with 670 square miles of valley lands and 820 square miles of tributary mountains and hills. The maximum elevations in the San Gabriel and San Bernardino ranges are 10,080 feet on San Antonio Peak and 11,485 feet on Mt. San Gorgonio. Adjoining the valley area on the south are the San Timoteo Badlands, a series of granitic hills, and a low bedrock plateau. The Santa Ana Mountains and the low Chino Hills lie on the western edn coastal mesas near Newport and Huntington Beaches in the Lower Santa Ana Unit. These soils ire devoted principally to the production of citrus ind dry-farmed grain. Residual soils are sedimentary or crystalline rock uasses weathered in place. These provinces are often considered to be marginal for agricultural purposes. Scattered areas of residual soils lie on granitic and sedimentary hills along the southern edge of the Up- per Santa Ana Unit, on the granitic hills in the San Jacinto Unit, and on higher ground in the Chino and ■>an Joaquin Hills, and in the foothills of the Santa A.na Mountains in the Lower Santa Ana Unit. These soils are devoted principally to the production of dry- tarmed grain, although deciduous and citrus orchards ire grown where water is available. neology The San Gabriel, San Bernardino, and San Jacinto fountain ranges were elevated to their present heights hiring the late Tertiary and Quaternary periods, rhese mountains are mostly composed of ancient igneous and metamorphic rocks, although they also contain some volcanic and sedimentary rocks. Uplift »f these ranges, probably accompanied in some cases py considerable horizontal movement occurred largely tlong great faults, chief among which are the Sierra Vladre, San Andreas, and San Jacinto faults. Less ;evere faulting and folding formed the Chino Hills bad the Santa Ana Mountains, the former of which ire composed largely of Tertiary sedimentary rocks tnd the latter of which are made up of Tertiary and >lder sedimentaries with some metamorphics. Streams having very steep gradients have carved rreat canyons in the mountain blocks on the north .ind east, depositing the resulting debris in the broad 'alleys. This sedimentary valley fill of late Tertiary md Quaternary age is composed of gravel, sand, and clay. These sediments comprise the ground water basins of the Santa Ana River Basin. A comprehensive description of the geology of the Upper and Lower Santa Ana Units is given in Divi- sion of Water Resources Bulletin No. 45 entitled "South Coastal Basin Investigation, Geology and Ground Water Storage Capacity of Valley Fill." A similar description of the geolo»y of the San Jacinto and Elsinore Units is presented as Appendix B to this bulletin. Present Development The population of the Santa Ana River Basin grew more or less steadily from the middle 1800 's to 1940. Much of this growth accompanied the gradual agricul- tural expansion of the area. The war years in the first half of the 1940 's brought a lar^e number of military personnel to bases located in the basin and increased the demand for both agricultural and industrial workers. After the war many who had migrated to the area stayed because of the equable climate and pleas- ant living conditions, and immigration continued after the cessation of hostilities in 1945. The result was ex- tremely rapid growth of the population, from about 368,000 in 1940 to about 607,000 in 1950, an increase of 65 per cent. Most of the 1950 population in the Santa Ana River Basin resided in the Upper and Lower Santa Ana Units. Of the estimated total number inhabiting the basin, 63 per cent and 32 per cent lived in these re- spective units, while only four per cent resided in the San Jacinto Unit, and one per cent lived in the Elsi- nore Unit. The majority of people in the Santa Ana River Basin reside in urban areas. Thus in 1950 the populations of cities and towns constituted about 74 per cent of the total for the basin. Most of the resi- dents depend upon farms, factories, and commercial enterprises in the basin for their livelihoods. However, an increasing number make their homes in Newport Beach, Santa Ana, Anaheim, Fullerton, Pomona, and other localities, and commute daily to the vicinity of Los Angeles for employment. Agriculture has long been the dominant factor in the economy of the Santa Ana River Basin. Citrus production in the three counties comprising most of the basin amounted to some $73,000,000 in 1950, which was nearly 60 per cent of the state-wide income from this important group of crops. However, urban and suburban subdivisions have replaced appreciable num- bers of citrus groves in the basin, and citrus produc- tion has declined since 1950. The extent of agricultural development in the Santa Ana River Basin was determined during the current investigation by a detailed land use survey conducted in 1948. Eighty-six per cent of the developed area in the basin was devoted to the cultivation of irrigated or dry-farmed crops in 1948. That percentage was the * ' ifk. "22 rB "*' * Big Bear Lake "The most important (recreational areas) are located in the mountains Newport Bay ". . . and at beaches along the coast.' 1(1 SANTA ANA RIVER INVESTIGATION weighted average of 84 per cent for the combined Upper and Lower Santa Ana Units and 94 per cent for the San .Jacinto and Elsinore Units. The combined area of cultivated lands in the Upper and Lower Santa Ana Units decreased from 88 per cent of the developed area in 1942 to the aforesaid 84 per cent in 1948. This decrease reflects the rapid increase of urban development as compared to agricultural development. Of the total agricultural acreage in the Santa Ana River Basin, amounting to about 531,000 acres, 59 per cent or 314,000 acres were irrigated in 1948. The re- maining 41 per cent of the agricultural acreage was devoted to dry-farmed crops, particularly grapes, hay, and grain. However, citrus and avocado groves, al- though not as great in areal extent, were predominant in economic importance. Of the total irrigated area in the Santa Ana River Basin, there were in 1948 about 148,000 acres in the Upper Santa Ana Unit. 39,000 acres in the San Jacinto Unit, 3,000 acres in the Elsinore Unit, and 124,000 acres in the Lower Santa Ana Unit. Much of the industry in the Santa Ana River Basin is made up of fruit and vegetable processing, ship- ping, and marketing facilities necessary in an economy devoted to agriculture. Commercial development and manufacturing are now of secondary importance but are rapidly becoming more prominent. Repair facili- ties of the Atchison, Topeka, and Santa Fe Railway contribute materially to the economic welfare of San Bernardino. These, and the cement plants at Colton and Riverside, are among the oldest industries in the basin. Industrial enterprises of more recent origin include the steel plant at Fontana and related fabri- cation and by-products plants. In the Lower Santa Ana Unit, the production and refining of crude oil constitute an important petroleum industry. Other activities stemming from exploitation of natural re- sources are granite stone, sand, and gravel quarries, and clay products plants. Recreational areas of the Santa Ana River Basin are extensively utilized because of their proximity to the Los Angeles metropolitan area. The most impor- tant of these are located in the mountains and at beaches along the coast. In the San Gabriel, San Ber- nardino, and San Jacinto Mountains there are resorts, privately-owned cabins, and numerous public camp- ing grounds. Opportunities are available for enjoy- ment of both summer and winter sports. Principal recreational areas adjacent to the ocean are located at Newport Beach, Huntington Beach, Sunset Beach, and Seal Beach. Fine bathing beaches are found at all these points. The excellent boat harbor at Newport Bay has made this port one of the most important for pleasure craft on the Pacific coast. CHAPTER II WATER SUPPLY The developed water supply of the Santa Ana River Basin is largely derived from underlying ground water resources. However, the limited avail- able perennial flows of surface streams are also uti- lized to the fullest practicable extent. These supplies are supplemented by a relatively small but rapidly increasing import of Colorado River water by the Metropolitan Water District of Southern California, and a few minor imports from adjacent basins. The local water supply is regulated by surface storage at Bi 8AXTA ANA RIVER INVESTIGATION this shorter period, hereinafter referred to as the "21-year mean period," was used in determinations of water supply presented in this bulletin. In studies for State Water Resources Board Bulle- tin No. 1, "Water Resources of California," 1951, it was determined that the 50 years from 1897-98 through 1946-47 constituted the most satisfactory pe- riod for estimating mean seasonal precipitation gen- erally throughout California. Similarly, the 53-year period from 1894-95 through 1946-47, inclusive, was selected for determining mean seasonal runoff. Occa- sional reference to the latter mean runoff period is made in this bulletin. In addition to the foregoing mean periods, studies also were made to select appropriate base periods for hydrologic analysis of units and subunits of the Santa Ana River Basin, during which periods conditions of water supply and climate were approximately equiva- lent to mean conditions, and for which adequate data on precipitation, inflow, outflow, and ground water levels were available. It was determined that the 11- year period from 1927-28 through 1937-38 was suit- able in these respects for the Upper and Lower Santa Ana Units. This is the base period that was adopted for studies leading to Bulletin No. 53. It was so used in the present studies of the foregoing units, and is hereinafter referred to as the "11-year base period." For similar reasons, the 19-year period, from 1922-23 through 1940-41, hereinafter referred to as the "19- year base period," was used in the present studies of the San Jacinto Unit. Likewise, the 22-year period from 1926-27 through 1947-48, hereinafter referred to as the "22-year base period," was used in the case of the Elsinore Unit. In selecting the foregoing base periods, considera- tion was also given to the relative wetness of years immediately preceding the beginning and the end of the periods. Insofar as possible, periods were chosen in which the patterns of rainfall during the seasons preceding the initial and terminal seasons were simi- lar. This permitted the assumption that the amount of water in transit above the water table was equal on both occasions, and minimized the possible error in determining changes in ground water storage during the periods. For purposes of this bulletin, the water supply of the Santa Ana River Basin was evaluated as that available to valley floor lands where the great bulk of the requirements for water occur. The sources of water supply for such lands are direct precipitation, surface and subsurface inflow from tributary moun- tains and hills, and the cited imports of water from outside sources. PRECIPITATION Direet precipitation comprises about 75 per cent of the natural water supply available to valley floor lands (if the Santa Ana River Basin. Precipitation occurs chiefly in the winter months, and is produced largely by north Pacific storms, named for their place of origin. The paths followed by these storms are de- termined chiefly by the relative position of the Pacific or Hawaiian high-pressure area in the earth's atmos- phere over the ocean. If the edge of this pressure area is northeast of its average winter position, north Pacific storms are deflected so as to cause their centers to reach the Pacific coast north of California. Con- versely, if the Pacific high lies southeast of its average position, storm paths are permitted to intersect the California coast, sometimes as far south as southern California. The wide variation of precipitation from season to season in the southern part of the State, discussed hereinafter, is largely caused by this phe- nomenon. Local variation in precipitation during a particular storm is due in great part to topography as it influences vertical movement of the air masses. Precipitation Stations and Records Because of general interest in rainfall and its im- portance to the local economy, precipitation has been recorded at many stations in the Santa Ana River Basin by individuals, private companies, and public agencies. Records have been collected, filed, and in some instances published, by several agencies, includ- ing the Los Angeles County Flood Control District, Orange County Flood Control District, San Bernar- dino County Flood Control District, United States Department of Agriculture, United States Geological Survey, United States Weather Bureau, State Divi- sion of Water Resources, and its successor the De- partment of Water Resources. The Department of Water Resources, in its South- ern California Area Investigation, formerly South Coastal Basin Investigation, has assembled most of the available precipitation records for the basin that are of sufficient length and reliability to be significant. Of the very numerous records for valley floor sta- tions, the Department has selected and published those of enough representative stations to provide adequate areal coverage. Precipitation records in the mountains are less plentiful, and most available data for those areas have been published. In addition, a considerable number of records for stations in adjacent areas, use- ful in estimating precipitation in the Santa Ana River Basin, have also been published. Locations of the selected precipitation stations, and records for seasons prior to the publication date, are given in Division of Water Resources Bulletin No. 39-A, "South Coastal Basin Investigation, Records of Ground Water Levels at Wells for the Year 1932, Seasonal Precipitation Records To and Including 1931-1932." Subsequent records for the stations are published by seasons in succeeding issues of the Bul- letin No. 39 series through Bulletin No. 39-56, which presents records for the seasons 1954-55 and 1955-56. Bulletin No. 39-A presents precipitation records at WATER SUPPLY 1:5 lit!) valley and mountain stations within the Upper shown on Plate 2. entitled "Lines of Equal Mean and Lower Santa Ana Units. Approximately 245 rec- Seasonal Precipitation. " ords are published in Bulletin No. 39-56. A precipitation record for a station at San Bernar- In a study leading to its 1947 report, entitled dino is the oldest in the Upper Santa Ana Lnit. It was "Hydrology of Western Riverside County, Califor- commenced in 1870-71, but observation at that par- ma,"' the Geological Survey of the United States De- ticular station ceased after the season of 1931-32. The partment of the Interior found that 20 significant longest continuous record at one location in that unit precipitation records were available in the San Jacinto started in 1883 at Bear Valley Dam and has continued and Elsinore Units. Fifteen of the records are for to date. Two records beginning before 1880 are avail- periods of 10 years or greater. AVhile all or portions able in or near the Lower Santa Ana Unit. The sta- of certain of these records have been published else- tions are located at El Toro and at Anaheim, and the where, they are presented for ready reference in Ap- records were commenced in 1876-77 and 1879-80, re- pendix C to this bulletin, and their locations are spectively. There was a break of 11 years in the obser- TABLE 1 RECORDED AND ESTIMATED SEASONAL PRECIPITATION AT SELECTED STATIONS IN SANTA ANA RIVER BASIN (In inches) Season San Bernardino, Elevation 1,045 feet San Jacinto, Elevation 1,550 feet Anaheim, Elevation 155 feet Season San Bernardino, Elevation 1,045 feet San Jacinto, Elevation 1,550 feet Anaheim, Elevation 155 feet 1870-71 .- 13.94 8.98 15.10 23.81 13.65 19.90 9.52 20.33 11.54 20.36 13.50 11.54 9.17 37.51 10.81 21.93 14.50 17 76 20 . 97 25.08 18.08 14.35 19.82 8 50 20.98 8.11 17.22 8.24 7.49 8.64 17.36 11.15 17.42 9.46 20.78 19.42 23.17 15.64 17.44 15.02 16.10 13.84 10.58 20.77 19.71 27.49" 19.99» 15.30" 11.68" 13.63" 15.51 » 18.72" 1 4 . 55 » 9.53" 13.73 8.93 16.67 9.20 15.51 9.46 8.40 13.70 7.59 7.06 5. 17 25.82 7.16 14.83 9 . 65 15.31 15.51 19.56 16.29 7.76 16.41 7.08 16.27 8.12 14.19 5.32 5.47 1915-16 17 18 19 24.72 13.96 13.33 13.66 19.28 16.46 27.75 11.04 11.34 10.89 20.40 20.55 14.05 12.21 14.06 15.31 21.98 12.61 ' 11.30 16.60 11.45 12.27 10.25 14.61 10.82 25 . 23 10.68 9.74 7.28 16.69 19.37 9.44 9.19 15.10 8.87 19.54 9.94 6 . 36 22.33 72 . 12.97 73 74 75 1875-76 12.86 11.22 20. 1920-21 17.58 14.73 77 22.. 23... 24 25 1925-26 17.93 »■ 78 8.94 79 9.30 80 .. 7.25 1880-81.. 11.70 82.. _ 83 84 85 27 16.67 28 29 12.15 10.67 30 11.79 1885-86 1930-31 9.99 87 32 15.38 88 33 9.12 89 34 9.85 90. 35 18.18 15.91 20 45 1890-91. _. 1935-36 15.07 28.99 22.11 14.25 18.02 27.85 13.43 21.95 18.51 17.20 13 10 14.74 9.34 13.27 10.07 24.62 14.84 12.88 16.23 24 . 63 12.26 15.46 13.49 12.49 12.39 11.62 7 . 55 9.45 8.99 92 37 22.32 93 38 19.42 94 39 13.24 95 40 18.36 1895-96 1940-41 33.58 97 42 12.03 98 43 16.31 99 44. 15.80 00 9.58 7.84 13.40 13.20 45 . 13.64 1900-01 1945-46 . 10.14 02 8.24 15.75 7.90 18.59 14.79 18.02 10.05 17.57 7 44 16.13 18.15 1 9 . 55 47 .. 10.72 03 48 . 7.35 04. 49 7.89 05. . . 11905-06 07 50... 11.47 7.13 9.43 1950-51 8.52 22.60 10.38 16 93 7.27 18.22 13.33 8.01 52 . 24 08 08---. 09 12.67 10.59 13 76 19 25 ! Mean for 53-year period 1883-84 through 1935-36... Mean for 21-year period, 1922-23 through 1942-43... | ,0. |l910-ll 12.52 15.44 12.64 8.62 18.87 18.09 12.00 13.32 8.99 10.14 18.90 19.32 13. 19 12.. 13. . 14 13.77 11 17 15 1 ■ Estimated '' Point of observation r ' U.S W.I!, station mm average seasonal pr loved approximately t'd in 11132 to new rcipitatinn indices fc 0.(i mile southeast c ocation about 2.0 m r other stations in \ f original point, in in: iles ninth. Subsequent s ieinity. 2. easbnal precipitation records adjusted to former 1 jcation by niultiplyii K mean of 10 38 b\ 14 SANTA ANA RIVER INVESTIGATION vations at El Toro following 1913-14, and the station at Anaheim was moved in 1921-22. The oldest record in the San Jacinto and Elsinore Units was commenced at San Jacinto in 1886-87. However, there was a break of about five years in the observations, and continuous records for that station did not begin until 1892-93. Stations at Lake Hemet and Elsinore were established permanently in 1896-97 and 1897-98, respectively, al- though one season of prior record was obtained at Elsinore in 1887-88. Precipitation Characteristics Precipitation in the Santa Ana River Basin varies widely, both seasonally and within the season. It also varies greatly throughout the basin under the influ- ence of topography and exposure to the prevailing pattern of storms. Seasonal variations of precipitation in the basin are indicated in Table 1, which presents recorded and estimated seasonal precipitation at three stations of long-term records; namely, San Bernardino in the Upper Santa Ana Unit, San Jacinto in the San Ja- cinto Unit, and Anaheim in the Lower Santa Ana Unit. These records were selected as being representa- tive of precipitation characteristics throughout the Santa Ana River Basin. Seasonal variation of precipi- tation, and its apparent cyclic nature, is illustrated graphically on Plate 3, entitled "Precipitation Char- acteristics at Selected Stations. ' ' The accumulated de- parture graphs shown on Plate 3 are composed of upward-trending portions which indicate periods of greater than mean precipitation, or "wet periods," and downward-trending portions which indicate pe- riods of less than mean precipitation, or "drought periods." It may be seen from the graphs that dur- ing the 53-year mean period there were apparently two general climatic cycles, each composed of a wet period followed by a drought period. The first cycle ended in 1903-04, and the second terminated in 1935-36. This characteristic was in large part the basis for selection of the series of years from 1883-84 through 1935-36 as a long-time mean period. Variation of precipitation within the season in the Santa Ana River Basin is evidenced by dry summer and fall months and wet winter and spring months. On the average, more than 75 per cent of the seasonal precipitation falls in the four months from December through March, and about 90 per cent occurs from November through April. Table 2 indicates the mean monthly distribution of precipitation at San Bernar- dino, which distribution is considered typical of condi- tions at other points in the Santa Ana River Basin in this respect. Variation of precipitation throughout the Santa Ana River Basin is illustrated by Plate 2, which indi- cates an increase in mean seasonal depth of precipita- tion from about 12 inches near the coast in Orange TABLE 2* MEAN MONTHLY DISTRIBUTION OF PRECIPITATION AT SAN BERNARDINO Precipitation Month In inches of depth In per cent of seasonal total July 0.02 0.16 0.20 0.77 1.18 2.77 3.14 3.29 2.80 1.41 0.56 0.08 0.1 August September 1.0 1.2 October 4.7 November December January. _ 7.2 16.9 19.2 20.1 March . _ 17.1 8.6 May... . .. 3.4 0.5 Totals 16.38 100.0 County, to more than 45 inches on the crest of the San Bernardino and San Jacinto Mountains, and to about 50 inches near Cucamonga Peak in the San Ga- briel range. Plate 2 also shows the effect of topography on precipitation. The Santa Ana Mountains cause a marked increase in precipitation as storms are lifted over their summits. In the lee of this range near River- side, after the air masses have descended, mean sea- sonal depth of precipitation is less than 10 inches. To the east and north of Riverside the rate of precipita- tion increases gradually as the topography slopes gently upward, and then increases rapidly as storms are elevated by the precipitous southern and south- western faces of the high San Gabriel, San Bernar- dino, and San Jacinto Mountains. Depth of Precipitation Mean seasonal depths of precipitation have been estimated throughout the Santa Ana River Basin in prior investigations. For purposes of the present study, prior estimates for the Upper and Lower Santa Ana Units made by the Division of Water Resources for Bulletin No. 53 were utilized, while estimates for the San Jacinto and Elsinore Units derived by the Geological Survey were employed. For Bulletin No. 53, short precipitation records for the Upper and Lower Santa Ana Units were extended throughout the 53-year mean period by correlation with stations of long-term record during periods of mutual record. The mean seasonal values of precipita- tion at all stations so determined, were plotted on a map, and isohyets or lines of equal depth of precipi- tation were drawn. These lines for the Upper and Lower Santa Ana Units are shown on Plate 2. The cited report on hydrology of western Riverside County presents estimated values of average seasonal precipitation during the 66-year period from 1880-81 through 1945-46 at 20 precipitation stations in San WATER SUPPLY 15 Jacinto and Elsinore Units. These values were based upon recorded precipitation at the long-record sta- tions at Riverside, San Bernardino, Beaumont, San Jacinto, Elsinore, and Pallbrook. Extensions of the shorter records were similarly made by correlation with longer records during seasons of mutual record. In view of a difference of less than two per cent between average precipitation during the 66-year period used by the Geological Survey and mean pre- cipitation during the 53-year mean period, it was considered permissible to utilize isohyets prepared by the Geological Survey for purposes of the current studies of the San Jacinto and Elsinore Units. Ac- cordingly, isohyets on that portion of Plate 2 cover- ing those units were based upon a similar isohyetal map prepared by the Geological Survey. Quantity of Precipitation Seasonal quantities of precipitation on the valley floor in the Santa Ana River Basin are evaluated in this section, both for mean conditions and for average conditions during the base periods utilized in hydro- logic studies. Mean seasonal quantities of precipita- tion in the Upper and Lower Santa Ana Units during the 53-year mean period were estimated for Bulletin No. 53 by a process of graphical integration. This process involved measuring areas between adjacent isohyets on a map such as Plate 2, multiplying those areas in acres by the corresponding average depths of precipitation in feet, and summing the products. Estimated mean seasonal quantities of precipitation in the foregoing units during the 21-year mean period and average seasonal amounts during the 11-year base period were derived from the estimated 53-year mean seasonal quantities. This was accomplished by multi- plying the 53-year mean values by average precipita- tion indices during the periods in question. Quantities of precipitation on the valley floors of the San Jacinto and Elsinore Units were estimated in this investigation by the process described in the preceding paragraph. The aforementioned isohyetal map prepared by the Geological Survey for the 66- year period from 1880-81 through 1945-46 was uti- lized for this purpose. Computed average seasonal precipitation for the 66-year period was adjusted to that for the 53-year mean period by multiplying average seasonal quantities of precipitation during the 66-year period by the ratio of 53-year average precipitation indices to 66-year average indices. Esti- mated average seasonal quantities of precipitation during the 19-year base period utilized for the San Jacinto Unit, and the 22-year base period utilized for the Elsinore Unit, were derived from 53-year mean seasonal quantities in the same manner as that de- scribed for the Upper and Lower Santa Ana Units. Estimated mean and average seasonal quantities of precipitation on the valley floor areas of the Santa Ana River Basin are shown in Table 3. RUNOFF Runoff in surface streams constitutes about 25 per cent of the natural water supply available to the valley floor area of the Santa Ana River Basin. Sur- face runoff is important economically as a source of water for direct diversion and use, and as the largest natural contributor to ground water storage in the basin. Stream Gaging Stations and Records Runoff, like precipitation, has long been a subject of vital interest in the Santa Ana River Basin, from the standpoints of both water supply and flood flows. At about the turn of the century the Geological Sur- vey began measuring discharges in some of the major TABLE 3 ESTIMATED MEAN AND AVERAGE SEASONAL QUANTITIES OF PRECIPITATION ON VALLEY FLOOR AREAS OF SANTA ANA RIVER BASIN (In acre-feet) Unit and subunit 53-year mean period, 1883-84 through 1935-36 21 -year mean per'od, 1922-23 through 1942-43 19-year base period, 1922-23 through 1940-41 22-year base period, 1926-27 through 1947-48 1 1-year base period, 1927-28 through 1937-38 Upper Santa Ana Unit 99,900 112,300 81,500 271,700 169,800 18,700 123,200 114,600 101,300 118,000 87,800 272,400 176,800 18,800 124,700 117,000 176,700 18,800 99,900 Bunker Hill Subunit .. _ 116,100 87,000 Chino Subunit 266,900 Elsinore Unit . . Lower Santa Ana Unit 118,700 Santa Ana Pressure Area . ... 110,400 Totals . 991,700 1.016,800 ---- Hi SANTA ANA RIVER INVESTIGATION TABLE 4 STREAM GAGING STATIONS IN SANTA ANA RIVER BASIN Station number Plate 2 18360 - 18261.. 18181.. 19017.. 19008. . 18957.. 18915.. 189 15- A 18041.. 18832. 18820.. 19569.- 19433-A 19433- B 19410.. 19449. . 18703. 18704.. 18746.. 18767.. 18769. . 17980.. 17982.. 17993- A 18003. 18357. 18128.. 18096.. 18561. 4572.. 16953.. 16835.. 16807* 15991.. 15586.. 13913.. 14340. . 15542.. 15510. . 16505.. 13873.. 15985.. 5638.. 5628.. 4514.. 4457.. 15850.. 15851* 15851 -A 15822. . 1868.. 15611.. 1192. 1171.. 1172.. 1045.. 15728. 14513.. 14495... 14467.. 14478... 557. . 568 589-B 589-C Stream Mill Creek Mill Creek... Mil) Creek Santa Ana River Santa Ana River _ Plunge Creek City Creek City Creek Santa Ana River Strawberry Creek Waterman Canyon Devil Canyon Lone Pine Creek Cajon Creek Lytle Creek.. Ly tie Creek Lytle Creek Lytle Creek ._ - Lytle Creek.. Lytle Creek Lytle Creek - East Branch Lytle Creek. West Branch Lytle Creek. Warm Creek Santa Ana River Little San Gorgonio Creek San Timoteo Creek San Timoteo Creek Day Creek Cucamonga Creek Santa Ana River Santa Ana River Santa Ana River Arlington Drain San Jacinto River San Jacinto River Bautista Creek Indian Creek. Poppet Creek.. -. Potrero Creek Temescal Creek Temescal Creek San Antonio Creek San Antonio Creek San Antonio Creek Liveoak Creek Chino Creek Santa Ana River _ Santa Ana River Santa Ana River.. Carbon Creek East Fullerton Creek East Fullerton Creek Brea Creek _. Brea Creek _ Coyote Creek Santiago Creek Santiago Creek Santa Ana River Newhope Drainage-. New] id | io Drainage Drai nage Ditch - Drainage Ditch Wintersburg Spring Wintersburg Drainage . Station At Forest Home Near Craf tonville. Near Mentone Warm Springs Canyon Ford Near Mentone Near East Highland Near Highland Near Highland Near San Bernardino Near Arrowhead Springs. Near Arrowhead Springs Near San Bernardino Near Keenbrook Near Keenbrook Near San Bernardino Near Fontana At Junction with Cajon Creek At Fontana Power House At Highland Avenue At Baseline Avenue At Foothill Boulevard At San Bernardino At Colton Near Colton At "E" Street Bridge, San Bernardino Near Beaumont Near Redlands Near Redlands Near Etiwanda Near Upland At Riverside Narrows At Hamner Avenue At Auburndale Bridge 0.4 mile east of McKinley Near San Jacinto Near Elsinore Near Hemet Near San Jacinto At Jones Ranch At Massacre Canyon. At Outlet of Lake Elsinore Near Corona Near Claremeont Near Upland At mouth of Canyon Near mouth of Canyon Near Prado Near Prado (at Santa Fe bridge) Near Prado below Prado Dam Near Prado (at county line) Near Olinda. _ At Cypress Avenue At Raymond Avenue _ At Fullerton _ _ Near Maiden Avenue At P.E. Railway and Anaheim Street. Near Villa Park At Santa Ana At Santa Ana __ South of Smeltzer Avenue At outlet __ At Blue Bill Gun Club At Long Beach Country Club At Talbert Avenue . Near Edwards Street _ Drainage area, in square miles 40 182 202 17 20 20 3 118 123 5 10 140 717 40 21 28 25.7 20 84 Period of record 1903-18 1919-38 1947-51 1939-51 1896-1914 1914-51 1919-51 1919-38 1938-51 1928-37 1919-51 1911-14 1919-51 1911-12 1919-51 1919-38 1949-51 1919-51 1904-18 1918-51 1938-45 1926-45 1938-45 1938-45 1938-45 1929-51 1929-45 1920-51 1939-51 1948-51 1926-34 1934-51 1929-51 1927-51 1929-51 1930-51 1930-51 1941-45 1920-51 1916-51 1947-50 1921-22 1936-43 1945-51 1921-22 1936-41 1948-49 1921-22 1936-41 1948-49 1916-17 1927-51 1917-51 1901-17 1931-51 1928-51 1929-40 1930-39 1940-42 1945-51 1940-51 1919-42 1945-51 1930-38 1930-34 1934-45 1930-51 1934-51 1929-51 1920-51 1929-51 1923-51 1930-33 1930-33 1930-36 1941-45 1931-33 1931-37 1931-34 Source of record USGS USGS USGS USGS USGS USGS USGS USGS USGS USGS USGS USGS USGS USGS USGS USGS-FUWC FUWC FUWC FUWC FUWC FUWC USGS USGS USGS USGS USGS USGS-DWR USGS USGS USGS-DWR USGS USGS USGS OCFCD USGS USGS USGS MWD-DWR MWD MWD-DWR MWD-DWR USGS USGS-DWR USGS USGS OACo LACo USGS-DWR USGS USGS USGS USGS OCFCD OCFCD USGS OCFCD LACo USGS USGS USGS OCFCD OCFCD OCFCD OCFCD OCFCD OCFCD WATER SUPPLY TABLE 4— Continued STREAM GAGING STATIONS IN SANTA ANA RIVER BASIN 17 Station number Plate 2 Stream Station Drainage area, in square miles Period of record Source of record 13222-A 13222-B 13233.. 13242.. 13262. . 13313.. 13362.. 4th Drain Ditch 3d Drain Ditch. 2d Drain Ditch. 1st Drain Ditch. Adams Drainage Delhi Drainage. . Irvine Drainage. West of Santa Ana River at Adams Road West of Santa Ana River at Adams Road West of Santa Ana River at Adams Road West of Santa Ana River at Adams Road At Adams Road Near Newport Road At Lane Road 93 1927-28 1930-35 1927-28 1930-35 1927-28 1930-35 1927-28 1930-35 1927-28 1930-38 1939-40 1941-45 1927-28 1930-45 1927-28 1930-45 OCFCD-DWR OCFCD-DWR OCFCD-DWR OCFCD-DWR OCFCD-DWR OCFCD-DWR DWR OCFCD I'SfiS — United States Geological Survey. LACo — Los Angeles County Flood Control District. OCFCD— Orange County Flood Control District. DWR — State Department of Water Resources and predecessors. FCWC — Fontana Union Water Company. MWD —Metropolitan Water District. • Measurements during irrigation season only. streams. Since that time the stream gaging program of that agency has expanded, until it now includes maintenance of stations on all the major streams and many of the minor streams at their points of entry onto the valley floor, as well as on major streams at strategic points on the valley floor. Prom time to time, stream flow measurements by the Geological Survey have been supplemented with observations by water companies, the several counties, the Metropolitan Water District of Southern California, the Soil Con- servation Service of the United States Department of Agriculture, and the State Department of Water Resources. The names of many stream gaging stations per- tinent to the hydrography of the Santa Ana River Basin, together with lengths of records, tributary drainage areas, and sources of records, are presented in Table 4. Station numbers listed in the table refer to locations shown on Plate 2, and correspond to those utilized by the Department of Water Resources in the Southern California Area Investigation. Not listed in Table 4 nor shown on Plate 2 are certain stations operated by San Bernardino County Flood Control District. Records for those stations will assist materially in future detailed studies of hydrology of the basin. Those stream flow records maintained by the Geo- logical Survey are published annually in the water- supply papers of that agency under the title "Sur- face Water Supply of the United States, Pacific Slope Basins in California." Some of the Orange County Flood Control District observations are also recorded in the water-supply papers. The San Bernardino County Flood Control District published its hydro- graphic records under the general title, "Biennial Report on Hydrologic and Climatic Data." Stream flow records maintained by the Los Angeles County Flood Control District are published in annual re- ports of operations by that agency. Records of stream flow in the San Jacinto and Elsinore Units main- tained by the Metropolitan Water District of South- ern California and by the former State Division of Water Resources, and not published heretofore, are presented as Appendix D to this bulletin. Coverage of the Santa Ana River Basin by avail- able stream flow records is excellent, as is indicated by the stations shown on Plate 2. In the entire basin, about 75 per cent of total surface inflow to the valleys from tributary mountains and hills has been measured at 23 stream gaging stations, and nearly all of the inflow records exceed 10 years in length. Moreover, all but a small part of the flow in major streams within the several units of the basin has also been measured. About 90 per cent of the surface outflow from the basin has been measured, most of which has been recorded for periods of 10 years or longer. Records of runoff at a number of the stream gaging stations in the Santa Ana River Basin are subject to inaccuracies, like many records of this type. However, improvement of techniques of measurement and anal- ysis of the data, and installation of control structures and reliable equipment at the gaging stations have done much to assure the best possible discharge rec- ords under the circumstances. In general, the records are of sufficient reliability for the purposes of hydro- lojric studies made during this investigation. 18 SANTA ANA RIVER INVESTIGATION Runoff Characteristics Discharge of streams of the Santa Ana River Basin varies greatly from season to season, within the sea- son, and from plaee to plaee in the basin. This fol- lows, since the principal factor influencing the occur- rence of runoff is precipitation. However, topography, geology, and vegetative cover, and in some cases water utilization, also affect the quantities and regimen of runoff. Runoff characteristics in the Santa Ana River Basin are exemplified by estimates and records of flow in the Santa Ana River near Mentone from 1894-95 through 1950-51, shown in Table 5. As indicated in Table 5, estimated seasonal natural runoff in the Santa Ana River near Mentone varied from a max- imum of about 280,000 acre-feet in 1915-16 to a mini- mum of about 15,000 acre-feet in 1950-51. These amounts were some 461 and 25 per cent, respectively, TABLE 5 RECORDED SEASONAL RUNOFF AND ESTIMATED SEA- SONAL NATURAL RUNOFF OF SANTA ANA RIVER NEAR MENTONE (In acre-feet) Estimated Estimated Season Recorded natural Season Recorded natural runoff runcff runoff runoff 1894-95. . 154,000 1929-30 31,500' 34,700 96. _ 13,200" 25,000 31 24,600 21,700 97. .. 63.000 65.000 32_._ 65,000 85.900 98.. 32.000 28.800 33 34,500 26,100 99 . . . 16.500 1> 16,000 34. _ 31,450 21,700 1899-1900. 1 6.500 b 16,500 1934-35 37,920 46.200 01. . 44,400 >• 47,400 36 _ _ 38,490 30,800 02.. 20,200 » 23.400 37. _. 113,200 150,700 03 - 59,600 = 67.900 38- 169,140 193.000 04- 33.200 24.600 39 61,500 59, 100 1904-0')- - - 53,700 = 61,400 1939-40 52,230 41,600 06 . . . 105,000 = 123.10(1 41 86,520 105,300 07.. 163,000 = 164,600 42 50,390 42,300 08--- 62,100 = 60,100 43 73,640 76,900 09 80,400 = 85,700 44 55,880 52,200 1909-10 58.000" = 86,800 1944-45 59,260 64,200 11 96,200 = 101,600 46 54.080 49.400 12 16,400 43.800 47 41.010 34.200 13 37,600 33,200 48 31,220 26,500 14 78,000 94,200 49 34,900 34.000 191 t 15 109,000 138,200 1949-50 27,690 26.500 16 164,300" 280,500 51 22,230 15.000 17 72,600 71.000 18... 87,000 84,200 Mean for 53- 19... 19,70(1 39. 700 year runoff period, 1894- 1919-20 70,3(1(1 80,500 95 through 21 53,700 .".3.7(10 1946-47 70.600 22 165,000 192,700 23 70,600 60,600 Mean for 21- 24 50,900 38,900 year period, 1922-23 1924-25 42,000 29,800 through 26 17,100 49.300 1942-43 59,400 60,800 27 100,000 1 1 1,000 28 36 300 18,800 29 30,800 26,100 of estimated 21-year mean seasonal natural runoff at that station. The apparent cyclic nature of the occurrence of runoff in the Santa Ana River Basin, as manifested by natural runoff of the Santa Ana River near Mentone, is depicted graphically on Plate 4, entitled "Runoff Characteristics." A comparison of the accumulated departure graphs on Plates 3 and 4 illustrates that al- though there is correlation between precipitation and runoff with respect to times of occurrence of wet and dry periods, the degree of wetness or dryness of a given period measured by runoff usually differs from the degree measured by precipitation. Monthly variation of runoff within the season is shown in Table 6 which presents mean monthly dis- tribution of recorded runoff for San Antonio Creek near Claremont and the Santa Ana River near Prado for the 21-year mean period. In San Antonio Creek, which is considered representative of major streams draining the principal mountain ranges, about 41 per cent of the total seasonal runoff occurs in the four months from December through March, and about 60 per cent occurs from November through April, on the average. These data indicate that runoff is more evenly distributed during the season than precipita- tion. This is due to partial natural regulation of the water supply by storage in the soil mantle and rocks of the mountains. The continual decrease in monthly runoff from April through November is largely due to the gradual depletion of such storage during the dry months. Monthly distribution of runoff in the Santa Ana River near Prado also reflects the regu- latory effect of ground water storage. Here, however, the contribution of effluent flow from ground water storage is relatively constant throughout the season, and the indicated minimum stream flow at the Prado gaging station during August is due to maximum consumptive use of water by phreatophytes in that TABLE 6 MEAN MONTHLY DISTRIBUTION OF SEASONAL RUNOFF OF SAN ANTONIO CREEK NEAR CLAREMONT AND OF SANTA ANA RIVER NEAR PRADO (In per cent of seasonal total) Month lii'coi 'i i"i imi i "i \ ..ii only, flow In powei canal not included due to lack ol record. Flott in (;ir.n-]i.it Canal not included. October November December. January. . . February.. March . . . April May June July August September Totals San Antonio Creek near Claremont 3.8 3.4 4.3 5.7 10.5 20.7 15.1 13.3 100.0 Santa Ana River near Prado 4.5 5.5 9.0 11.5 16.9 20.5 12.2 6.5 4 3.2 2.9 3.3 100.0 WATER SUPPLY TABLE 7 RECORDED MAXIMUM AND MINIMUM RATES OF DISCHARGE AT SELECTED STREAM GAGING STATIONS IN SANTA ANA RIVER BASIN 19 Station Santa Ana River near Mentone San Antonio Creek near Claremont San Jacinto River near Elsinore Santa Ana River near Prado Santiago Creek near Villa Park Santa Ana River near Santa Ana. - Daily mean discharge Minimum, in second-feet 12 2. 25 Maximum, in second-feet 15.500 4,110 11,500 28,600 7,000 20,300 Date 3/ 2/38 3/ 2/38 2/17/27 3/ 3/38 2/16/27 3/ 3/38 Maximum instantaneous discharge In second- feet 52,300 21,400 16,000 100.000 11.000 46,300 Date 3/ 2/38 3/ 2/38 2/17/27 3/ 3/38 2/16/27 3/ 3/38 In percent of maximum daily mean discharge 337 521 139 350 157 228 month. Flow in streams from minor drainage areas in the mountains and hills occurs almost exclusively in winter months, except for occasional discharge as a result of summer thunderstorms. The wide differences between recorded maximum and minimum daily mean discharges at representa- tive paging stations in the Santa Ana River Basin, and between maximum daily mean and instantaneous discharges, are shown in Table 7. The table illustrates the brief, duration of peak flood flows typical in | streams of the basin. Quantity of Runoff Available records of stream flow were sufficient to permit fairly reliable determination of surface inflow to and outflow from the valley floor portions of the | several units and subunits of the Santa Ana River ; Basin during the 21-year mean period and the base I periods utilized in the studies. Short records of run- off were extended as necessary to meet requirements of the studies. This was accomplished by correlation ! of seasonal runoff at stations with short records with that at stations with longer records during periods of mutual record. The correlation was made by utiliz- ing values of measured runoff corrected to seasonal natural runoff, by evaluating the effects of upstream I diversions, storage, import, export, or change in up- * stream consumptive use of water caused by man-made development. In many cases extensions of runoff rec- ords made in prior studies were adopted for use in | the current investigation. The principal long-term records utilized for exten- sion of short-term stream flow records in the Upper Santa Ana Unit were those of the Santa Ana River , near Mentone and San Antonio Creek near Claremont. Natural runoff of the Santa Ana River near Mentone was estimated by correcting measured flows for up- stream diversions, and for operation of Big Bear : Lake. Estimated natural flows of the San Jacinto River near San Jacinto were used to extend shorter records of flow in other streams of the San Jacinto Unit. Such natural flows of the San Jacinto River were computed by adjusting measured discharges for operation of Lake Hemet Reservoir and for diver- sions above the gaging station. Estimated values of seasonal natural runoff of stream.s in the Santa Ana River Basin, derived for hydrologic studies herein- after discussed, are tabulated in Appendix D to this bulletin. These data cover the 53-year mean runoff period, 1894-95 through 19-4B-47, utilized in the prepa- ration of State Water Resources Board Bulletin No. 1. Also included in Appendix D are data on amounts of recorded runoff of the principal streams in the basin, during their respective periods of record. Surface inflow from mountains and hills to units of the Santa Ana River Basin was taken as the sum of recorded or estimated surface inflow at gaging sta- tions and estimated unmeasured inflow. Recorded run- off at the stream gaging stations was corrected where necessary in accordance with upstream impairments. It was assumed that all of such impairments in the mountains and a number of those in the hills are es- sentially stabilized at the present time and will not change materially in the future. Estimates of un- measured runoff tributary to the Upper and Lower Santa Ana Units were obtained from Bulletin No. 53, or were computed from data in that publication. Most unmeasured runoff from mountains and hills in the San Jacinto and Elsinore Units was estimated from a derived correlation between average drainage area elevation and runoff. Remaining unmeasured moun- tain and hill runoff in those units was estimated from an approximate relationship between precipitation and runoff derived for drainage areas of the San Ja- cinto Unit tributary to stream gaging stations. Sur- face inflow to downstream units or subunits from up- stream valley floor areas was taken as the derived surface outflow from such upstream areas. Surface outflow from units and subunits of the Santa Ana River Basin was computed by several methods. Historical average seasonal quantities of out- flow during each of the base periods utilized in the studies was taken from actual records of flow or ex- tensions thereof. Estimates of 21-year mean seasonal 20 SANTA ANA RIVER INVESTIGATION outflow from each unit and subunit of the basin, un- der 1948 and probable ultimate conditions of develop- ment, were made by one or more of the following methods depending upon three basic characteristics of. the outflow. (li Surfact outflow occurs as storm runoff only. In this case surface outflow was taken as the sum of re- corded or estimated discharges at stream gaging sta- tions and estimated outflow not susceptible of dired determination from stream flow records. Recorded stream flow was adjusted when necessary for unnatu- ral recorded accretions to the streams above the gag- ing stations during the mean period, for the effects of upstream reservoirs if constructed during the mean period or if operational criteria for 1948 conditions were not in effect throughout that period, and for changes in outflow resulting from historical and prob- able future changes in land use and from probable future improvement of stream channels for flood con- trol. For the Upper and Lower Santa Ana Units many of the estimates were taken from Bulletin No. 53. (2) Efflut >it seepage from ground water basins con- stitutes a substantial part of surface outflow, and the amount of such seepage is generally related to ground water elevations, or outflow is related to varying amounts of substantial importations to area. In the first case of this characteristic, an increase from one rate of ground water draft and utilization to a higher stabilized rate would lower average ground water ele- vations, and over a period of mean water supply would theoretically reduce effluent seepage by an amount approximating the increase in water utiliza- tion, to the extent that effluent seepage is available. In the second case of this characteristic, the amount of increased importation in excess of added net water requirements would cause surface outflow to increase. In either case, mean seasonal surface outflow was esti- mated by evaluating the items of the hydrologic equa- tion. This equation states in effect that the sum of the items comprising the water supply of a given hydro- logic unit or area must be equal to the sum of the items of water disposal. Using this equation, surface outflow was evaluated as the remainder after deduct- ing estimated values of consumptive use of water, subsurface outflow, and exports from the sum of values of precipitation, surface, and subsurface inflow, and imports. These several values are developed and discussed elsewhere in this bulletin. (3) Effluent seepage from ground water basins con- stitutes a substantial part of the surface outflow, but the amount of such seepage is not sensitive to changes in ground water elevations. In this case the effluent seepage component of surface outflow was taken as the average seasonal quantity during the base period. The estimates of surface inflow to and outflow from each unit and subunit of the Santa Ana River Basin are presented and discussed further in the following sections. Upper Santa Ana Unit. In order to facilitate hydrologic analysis of the Upper Santa Ana Unit, surface inflow and outflow were evaluated independ- ently for each of its four subunits, namely the Sart Timoteo, Bunker Hill, Riverside, and Chino Subunits. Surface inflow to the valley floor of the San Timo- teo Subunit comprises runoff in minor streams from a small portion of the San Bernardino Mountains south- west of Mt. San Gorgonio, and from hills surrounded by or adjacent to the valley floor. Surface outflow is largely storm runoff, originating as surface inflow from mountains and hills and precipitation on the valley floor. It flows northwesterly in San Timoteo Creek, and in minor storm drains and creeks, across the surface of the valley to the Bunker Hill Subunit. Mean seasonal surface outflow under 1948 condi- tions was taken as average measured and estimated outflow during the 21-year mean period, in accord- ance with the first of the aforementioned methods, with a small allowance for greater storm runoff due to expansion of urban land use. Surface outflow under probable ultimate conditions was estimated by modi- fying the mean value under 1 948 conditions to include incremental runoff due to the expected increase in urban development and due to lining or channeliza- tion of stream channels for flood control. Measured and estimated average seasonal values of surface inflow to and outflow from the valley floor of the San Timoteo Subunit are presented in Table 8. Surface inflow to the valley floor of the Bunker Hill Subunit originates in the San Bernardino and San Gabriel Mountains, in hills located within or adjacent to the limits of the valley floor, and in the San Timo- TABLE 8 ESTIMATED AVERAGE SEASONAL INFLOW TO AND OUT- FLOW FROM VALLEY FLOOR OF SAN TIMOTEO SUBUNIT (In acre-feet) 21-year mean period, 1922-23 through 1942-43 11 -year base period. Source 1927-28 1948 conditions Probable ulti- through of water supply mate conditions 1937-38 development of water supply and development utilization and utilization Inflow From tributary mountains 4,300 4,400 4,400 From tributary hills 6,800 6,900 6,900 Totals* 11,100 11,300 11,300 Outflow To Bunker Hill Subunit San Timoteo Creek 1,200 1,600 1,000 1,000 Totals _ 2,200 2,600 9,900 * Include large but undetermined amounts of subsurface inflow. Santa Ana River near Redlands ". . . supplemental water . Subunit. . . ." under probable ultimate conditions (will be needed) in the Bunker Hill teo and Chino Subunits. Surface outflow now leaves the subunit in the Santa Ana River and in Warm Creek. Prior to construction of the Lytle Creek flood control channel, a portion of surface outflow was also conveyed by the West Branch of Lytle Creek to the Santa Ana River. These streams discharge into the Riverside Subunit. Effluent seepage makes up a substantial part of surface outflow from the Bunker Hill Subunit, and its amount has normally been roughly proportional to ground water elevations northeast of the Bunker 1 1 ill Dike. However, in recent dry years when ground water levels have been abnormally low, deviations from this proportionality have been observed. Greater effluent seepage has occurred with a given ground water elevation than would have been predicted from data for more normal years, and it appears that ground water levels could be lowered indefinitely without reducing effluent seepage below certain mini- mum amounts. This may indicate that rising water from the confined aquifers is small under such conditions and that effluent seepage is largely from applied water in the pressure area reaching the streams via the perched free ground water. However, if water utiliza- tion were to be stabilized at the 1948 level, it is be- lieved that during and after future wet periods there would be years when ground water levels would be considerably higher than in recent years. Under these conditions, it is believed that the amount of effluent seepage would be so regulated as to permit 1948 water utilization without progressive lowering of ground water levels over a period of mean water supply. Therefore, mean seasonal surface outflow under 1948 conditions was estimated by the second method de- scribed, which involved solution of the hydrologic equation, as shown in Table 9. The estimate of surface outflow from the Bunker Hill Subunit under probable ultimate conditions was based on the assumptions that (1) importations would regulate mean ground water elevations so as to main- tain effluent seepage at an average of 15,000 acre-feet per season, and (2) storm runoff would be increased from the 21-year mean value of 19,300 acre-feet to an estimated 49,700 acre-feet. This increase would result from future growth in urban development and from lining and improvement of stream channels for Hood control. Measured and estimated average sea- sonal values of surface inflow to and outflow from the valley floor of the Bunker Hill Subunit are pre- sented in Table 10. Surface inflow to the valley floor of the Riverside Subunit originates in hills on the southeast and north- 22 SANTA ANA RTVER INVESTIGATION TABLE 9 ESTIMATED MEAN SEASONAL SURFACE OUTFLOW FROM BUNKER HILL SUBUNIT UNDER 1948 CONDITIONS OF WATER SUPPLY DEVELOPMENT AND UTILIZATION Item Water Supply Precipitation Surface inflow Subsurface inflow — Imports Subtotal _ Water Disposal Consumptive use Subsurface outflow _ Exports - Subtotal MEAN SEASONAL SURFACE OUTFLOW Surface outflow, in acre-feet 118,000 138,000 15,300 13,000 284,300 133.800 20,100 97,600 251,500 32,800 TABLE 10 ESTIMATED AVERAGE SEASONAL INFLOW TO AND OUT- FLOW FROM VALLEY FLOOR OF BUNKER HILL SUBUNIT (In acre-feet) 11 -year base period, 1927-28 through 1937-38 21-year mean period, 1922-23 through 1942-43 Source 1948 conditions of water supply development and utilization Probable ulti- mate conditions of water supply development and utilization Inflow From directly tributary mountains Lone Pine Creek — 1,200 6,600 2,000 1,800 3.000 7,100 5,800 "55,700 27,000 12,500 1,200 6,900 2,200 1,900 3.500 8,100 5 600 60,800 26,300 12,600 —2,100 1,200 6,900 Devil Canyon Creek Waterman Canyon Creek Strawberry Creek 2,200 1,900 3,500 8.100 5.600 Santa Ana River Mill Creek 60,700 26,300 Miscellaneous b Less evaporation from Bear Valley Reser- 12,600 —2,100 122,700 600 2,200 8,400 127,000 600 2,600 7,800 126,900 Frorn directly tributary hills b - 600 From other subunits 9,900 7,800 133,900 22,200 12,800 500 138,000 32,800 145,200 Outflow To Riverside Subunit West Branch Lytle Creek . Totals 35,500 64,700 * Unadjusted measured flows. '' Include relatively small amounts of subsurface inflow. west edges of the valley area, in the Santa Ana Mountains, in Temescal Canyon above Gaging' Station No. 15985, and in the Bunker Hill and Chino Sub- units. The bulk of surface outflow enters the Chino Subunit, flowing westerly in the Santa Ana River through Riverside Narrows, northerly to the river a short distance downstream from Riverside Narrows, and northwesterly to the river in Temescal Wash and across the surface of the valley adjoining that stream northwest of Corona. Small quantities of surface out- flow to the Lower Santa Ana Unit enter the river downstream from Prado Dam. Much of the surface outflow from the Riverside Sub- unit comprises effluent seepage, the amount of which is affected by water utilization in that subunit. The quantity of surface outflow is also dependent upon the amounts of imported water and sewage, which are of the same order of magnitude as natural water sup- plies. Therefore, mean seasonal surface outflow under 1948 conditions was estimated by the second method described, involving solution of the hydrologic equa- tion as indicated in Table 11. The estimate of surface outflow from the Riverside Subunit under probable ultimate conditions was based upon the assumption that (1) importations would reg- ulate mean ground water elevations so as to maintain effluent seepage at and upstream from Riverside Nar- rows at an average of 10,000 acre-feet per season, and (2) storm runoff would be increased from the mean during the 21-year period, amounting to 20,400 acre- feet, to an estimated 62,200 acre-feet. This increase would result from expected growth of urban develop- ment in the Riverside Subunit and in tributary areas and from lining and improvement of stream channels for flood control. Measured and estimated average sea- sonal values of surface inflow to and surface outflow from the valley floor of the Riverside Subunit are pre- sented in Table 12. Surface inflow to the valley floor of the Chino Sub- unit originates in the San Gabriel Mountains, in the Chino Hills, in hills northwest of Pomona, in the Jurupa Mountains, in hills on the southern edge of the group, and in the Riverside Subunit. Surface outflow from the subunit enters the San Gabriel River area west of Pomona and Claremont, the Lower Santa Ana Unit at Prado Dam by way of the Santa Ana River, the Riverside Subunit about five miles west of Colton, and the Bunker Hill Subunit in Lytle Creek. Effluent seepage in, or tributary to, tbe Santa Ana River comprises a significant portion of the surface outflow from the Chino Subunit to the Lower Santa Ana Unit. Although this component of surface out- flow is undoubtedly affected by changes in ground water elevation and gradient near tbe southern edge of the subunit, it appears to be relatively insensitive to such changes. Furthermore, moderate variations of ground water elevations in the central portion of the WATER SUPPLY 23 TABLE 11 ESTIMATED MEAN SEASONAL SURFACE OUTFLOW FROM RIVERSIDE SUBUNIT UNDER 1948 CONDITIONS OF WATER SUPPLY DEVELOPMENT AND UTILIZATION Item Water Supply Precipitation Surface inflow Subsurface inflow. Imports Subtotal. Water Disposal i Consumptive use... Subsurface outflow . Exports Subtotal UEAN SEASONAL SURFACE OUTFLOW. Acre-feet 87,800 43,000 20,100 88,000 238,900 164,700 21,500 8,900 195,100 43.800 TABLE 12 ESTIMATED AVERAGE SEASONAL INFLOW TO AND OUT- FLOW FROM VALLEY FLOOR OF RIVERSIDE SUBUNIT (In acre-feet) 1 1-year base period, 1927-28 through 193-38 21-year mean period, 1922-23 through 1942-43 Source 1948 conditions of water supply development and utilization Probable ulti- mate conditions of water supply development and utilization Inflow "rom directly tributary mountains 2,900 1,800 2,900 35,500 200 5,200 1.800 2,900 32,800 300 5,200 Miscellaneous* rom directly tributary hills* 'rom other subunits Bunker Hill 1,800 * 2,900 64,700 300 Totals Outflow To Chino Subunit Santa Ana River at Riverside Narrows 43,300 47,200 4,000 200 43,000 43,600 200 74,900 72,000 j To Santa Ana Forebay Totals 200 51,400 43,800 72,200 Include relatively sniii 11 amounts of subsurface innuu. ubunit probably have little effect upon such outflow >ecause of distance. Therefore, the mean seasonal Hiantity of effluent seepage originating in the Chino Subunit under both 1948 and probable ultimate con- ditions was assumed to equal the estimated average easonal amount of such seepage during the 11-year base period, as published in Bulletin No. 53. This fol- ows the third method discussed heretofore. The por- tion of surface outflow from the Chino Subunit to the Lower Santa Ana Unit originating as out How from the Riverside Subunit and flowing through the Chino Subunit in the Santa Ana River was taken as the sum of derived average seasonal surface and subsurface outflow from the latter subunit under 1948 and prob- able ultimate conditions. Other components of surface outflow from the Chino Subunit constitute storm run- off, and for 1948 conditions were taken as measured or estimated average seasonal quantities for the 21- year mean period with nominal allowance for in- creased runoff due to expansion of urban land use. Such storm runoff under ultimate conditions was esti- mated by modifying 1948 values for estimated future incremental runoff due to increased urban develop- ment and to lining and improvement of stream chan- nels for flood control. Derivation of mean seasonal surface outflow from the Chino Subunit to the Lower Santa Ana Unit under 1948 and probable ultimate conditions is shown in Table 13. Measured and estimated average seasonal values of surface inflow to and surface outflow from the valley floor of the Chino Subunit are presented in Table 14. San Jacinto Unit. Surface inflow to the valley floor of the San Jacinto Unit originates in the San Jacinto Mountains, in hills adjacent to the outer edges of the valley floor, and in hills projecting above the alluvium in the central portion of the valley floor. Surface outflow from the San Jacinto Unit is con- veyed to the Elsinore Unit in the San Jacinto River, and under normal conditions is composed of storm runoff only. Therefore, the first of the three foregoing methods was applicable. Mean seasonal surface out- TABLE 13 ESTIMATED MEAN SEASONAL SURFACE OUTFLOW FROM CHINO SUBUNIT TO LOWER SANTA ANA UNIT UNDER 1948 AND PROBABLE ULTIMATE CONDITIONS OF WATER SUPPLY DEVELOPMENT AND UTILIZATION (In acre-feet) Origin of outflow 1948 conditions Probable ultimate conditions 17,900 43,600 14,900 6,700 17,900 72,000 Subsurface outflow from Riverside Subunit tribu- tary to the Santa Ana River between Riverside Narrows and Prado Dam. . Storm runoff from Chino Subunit tributary to the Santa Ana River between Riverside Narrows and Prado Dam 14,900 42,400 Subtotals .. Subsurface outflow from Chino Subunit to Lower 83,100 2,400 147,200 2,400 SURFACE OUTFLOW TO THE LOWER SANTA ANA UNIT 80,700 144,800 24 SANTA ANA RTVER INVESTIGATION TABLE 14 ESTIMATED AVERAGE SEASONAL INFLOW TO AND OUT- FLOW FROM VALLEY FLOOR OF CHINO SUBUNIT (In acre-feet) 11 -year base period, 1927-28 through 1937-38 21-year mean period, 1922-23 through 1942-43 Source 1948 conditions of water supply development and utilization Probable ulti- mate conditions of water supply development and utilization Inflow From directly tributary mountains 100 15,800 5,500 3,700 29,300 17,600 200 16,600 5,800 4,100 30,500 18,300 200 Sun Antonio Creek Cucamonga Creek 16,600 5,800 4,100 Lytic Creek - - - 30,500 18.300 72,000 2,600 51,200 75,500 2,700 43,600 75,500 From directly tributary hills* 2,700 From other subunits Riverside 72,000 Totals 125,800 8,400 200 83,300 800 121,800 7,800 300 80,700 800 150,200 Outflow To Bunker Hill Subunit To Riverside Subunit ._ To Lower Santa Ana Unit 7,800 300 144,800 To San Gabriel River area__ 800 Totals 92,700 89.600 153,700 * Include relatively small amounts of subsurface inflow, flow under 1948 and probable ultimate conditions was estimated by adjusting recorded seasonal flows of the San Jacinto River near Elsinore by (1) subtracting unnatural accretions of water to the river during- con- struction of the San Jacinto Tunnel by The Metro- politan Water District of Southern California from 1934-35 through 1941-42 and (2) adding storage in and evaporation from Railroad Canyon Reservoir, operation of which was commenced in 1927-28. Diver- sions from the San Jacinto River and Railroad Can- yon Reservoir by the Temescal Water Company com- prise exports from the San Jacinto Unit. No adjust- ments were made for minor impairments of flow of the San Jacinto River near Elsinore by Lake Hemet Reservoir, and by gravity diversions for domestic and irrigation use and for spreading to recharge ground water in the unit. Average seasonal surface outflow during the 19-year base period was estimated by ad- justing recorded seasonal flows of the San Jacinto River near Elsinore for operation of Railroad Canyon Reservoir. Measured and estimated average seasonal values of surface inflow to and surface outflow from the valley floor of the San Jacinto Unit are presented in Table 15. TABLE 15 ESTIMATED AVERAGE SEASONAL INFLOW TO AND OUT- FLOW FROM VALLEY FLOOR OF SAN JACINTO UNIT (In acre-feet) 19-year base period, 1922-23 through 1940-41 21-year mean period, 1922-23 , through 1942-43 Source 1948 conditions of water supply development and utilization Probable ulti- mate conditions of water supply development and utilization Inflow From tributary mountains San Jacinto River near 30,100 3,800 1,500 2,900 8,900 —200 29,500 3,600 1,450 2,800 8,700 —200 29,500 3,600 Poppet Creek . ._ _. Potrero Creek .. 1,450 2,800 8,700 Less evaporation from Lake Hemet Reservoir. —200 47,000 2,500 45,900 2,500 45,900 2,500 Totals 49,500 15,300 48,400 12,500 48,400 Outflow San Jacinto River near Elsi- 12,500 Totals 15,300 12,500 12,500 Elsinore Unit. Surface inflow to the valley floor of the Elsinore Unit originates in the Santa Ana Mountains, in hills northeast of the unit, and in sur- face outflow from the San Jacinto Unit in the San Jacinto River. Estimated mean seasonal surface inflow from the San Jacinto Unit under 1948 and probable ultimate conditions was taken as average seasonal surface outflow from that unit, under corresponding conditions, less the seasonal evaporation from Rail- road Canyon Reservoir under assumed operational criteria pertaining to 1948 conditions. Surface outflow from the Elsinore Unit occurs when Lake Elsinore overflows. Discharge from the lake flows to Temescal Wash and thence to the valley floor of the Riverside Subunit. As stated heretofore, the lake spilled most recently in 1915-16 and 1916-17, during which seasons the overflow was in large part measured. Prior to the season of 1915-16 the last pre- vious overflow from the lake probably occurred in 1892-93. In estimating surface outflow under 1948 and probable ultimate conditions the 21-year mean period from 1922-23 through 1942-43 has no significance be- cause of the absence of overflow from the lake. It was desirable, therefore, to choose an interval commenc- ing after 1892-93 and containing the seasons 1915-16 and 1916-17, having a water supply approximating the mean, for use in estimating mean surface outflow. The 51-year interval from 1893-94 through 1943-44, containing two wet and two dry series of years, as shown on Plate 3, had an average precipitation of HI ■ ^aSSSxi** B 1 fe(H I ^ ■>-<^ft*» • .,cT^:'^^-: 56® ^■£-*- ■ Elsinore Unit "Outflow from Lake Elsinore last occurred in 1917." •*u» . ■** <•■ Nb| 26 SAXTA AXA RIVER INVESTIGATION 101 per cent of the mean at Elsinore, and was ac- cepted as meeting the foregoing specifications. Mean seasonal surface outflow from the Elsinore Unit under 1948 and probable ultimate conditions was taken as the total recorded outflow in 1915-16 and 1916-17, less an assumed 5,000 acre-feet of water that would have been stored in Railroad Canyon Reservoir, aver- aged over the 51 years. Measured and estimated average seasonal values of surface inflow to and surface outflow from the valley floor of the Elsinore Unit are presented in Table 16. Lower Santa Ana Unit. It is explained subse- quently in this bulletin that hydrologic analysis of the Lower Santa Ana Unit requires only information on runoff pertaining to the Santa Ana Forebay. Therefore the following discussion of surface inflow and outflow relates solely to that portion of the Lower Santa Ana Unit. Surface inflow to the valley floor of the Santa Ana Forebay originates in the San Joaquin Hills, in the Santa Ana Mountains, in hills east of the valley floor, in the Chino Hills, in the Upper Santa Ana Unit, and in the San Gabriel River Area north of Fullerton. Surface outflow from the Forebay enters the Santa Ana Pressure Area in channels of the Santa Ana River, Fullerton Creek, Brea Creek, and in various minor storm drains and ditches. Surface outflow from the Santa Ana Forebay is largely storm runoff, and its mean seasonal amounts under 1948 and probable ultimate conditions were estimated by the first of the methods described here- tofore. Values for mean flows under 1948 conditions in Brea and Fullerton Creeks, and for the minor quantities of outflow in storm drains and ditches, were TABLE 16 ESTIMATED AVERAGE SEASONAL INFLOW TO AND OUT- FLOW FROM VALLEY FLOOR OF ELSINORE UNIT (In acre-feet) 21 -year mean period, 1922-23 through 1942- 43 22-year base period, Source 192f)-27 1948 conditions Probable ulti- through of water supply mate conditions 1947-48 development of water supply and development utilization and utilization Inflow From directly tributary mountains and hills _ _ . 1,900 1.900 1,900 From other units 13,600 11,800 11,800 Totals 15,500 13,700 13,700 Outflow ♦500 *500 Totals. *500 ♦500 * Average for 51-year period, 1893-94 through 1943-44. taken as 21 -year average values given in Bulletin Xo. 53. Mean seasonal surface outflow under ultimate con ditions was computed by modifying mean quantities under 1948 conditions by anticipated incremental run- off due to increased urban development. That part of surface outflow in the channel of the Santa Ana River originating above Prado Dam is subject to par- tial regulation by Prado Flood Control Basin, com- pleted by the Corps of Engineers, United States Army, in 1941. Present criteria for operating the basin for flood control provide that all discharge of impounded water will pass through one ungated open- ing in the dam while the water surface is below an elevation of 515 feet. At higher water surface eleva- tions, gates in the outlet tower will be opened so as to regulate discharge from the reservoir to 9,200 second-feet when possible. An operation study of the reservoir, using the foregoing criteria, was made for periods of storm runoff in the seasons from 1928-29 through 1939-40, an interval in which average runoff from the mountains above Prado Dam approximated the 21-year mean. Daily discharges from the reservoir, so estimated, were added to estimated daily inflows to the Santa Ana River in Santa Ana Xarrows below Prado Dam to compute the magnitudes and durations of flows entering the pervious reach of the Santa Ana River overlying free ground water in the Santa Ana Forebay. The portions of those flows percolating to the ground water were estimated from a curve show- ing the relation between average rates of percolation and rates of inflow. The bases for the curve were dis- charge measurements made by the Orange County Flood Control District in the river at the Chapman Avenue and Yorba Bridges, about one and nine miles, respectively, above the mouth of Santiago Creek. Smaller additional allowances were made for perco- lation in a three-mile reach of the river channel above the Yorba Bridge and in a two-mile reach between the Chapman Avenue Bridge and the lower edge of the Santa Ana Forebay. Estimated net flows of the Santa Ana River at the lower edge of the Forebay were added to measured flows of Santiago Creek at Santa Ana to compute mean surface outflow from the Santa Ana Forebay in the Santa Ana River under 1948 and probable ultimate conditions. Measured and estimated average seasonal values of surface inflow to and surface outflow from the valley floor of the Santa Ana Forebay are presented in Table 17. IMPORTED AND EXPORTED WATER AND SEWAGE Water and sewage are imported to and exported from most of the units and subunits of the Santa Ana River Basin. Such imports and exports are appreei- WATER SUPPLY 27 TABLE 17 ESTIMATED AVERAGE SEASONAL INFLOW TO AND OUT- FLOW FROM VALLEY FLOOR OF SANTA ANA FOREBAY (In acre-feet Source 11 -year base period. 1927-28 through 1937-38 21-year mean period, 1922-23 through 1942-43 1948 conditions of water supply development and utilization Probable ulti- mate conditions of water supply development and utilization Inflow From directly tributary mountains and hills Santiago Creek _ 12,300 9,300 —2,000 14,300 9,600 —2,000 14,300 9,600 Less evaporation from Santiago Reservoir.. .. —2,000 19,600 200 83,300 1,000 21,900 200 80.700 1,200 21,900 From other subunits 200 144,800 San Gabriel River area Totals 1,200 104,100 17,400 400 800 6,100 104,000 13,700 500 1,000 6,900 168,100 Outflow 29,100 East Fullerton Creek.. ._ . 500 1,000 28,400 24,700 22,100 59,000 •Include relatively small amounts of subsurface inflow. able, and data concerning their amounts were essen- tial for estimates of supplemental water requirements presented in the following chapter. Waters imported !to the Santa Ana River Basin from sources outside its boundaries comprise about five per cent of the total water supply, and exports across its boundaries make I up about two per cent of its disposal. About 12 per icent is transferred locally among the included units and subunits. Water is imported to the Santa Ana River Basin ifrom the Colorado River by The Metropolitan Water District of Southern California. Other entities im- port minor quantities of water, largely from ground water basins in the San Gabriel River area, and con- vey them to the Upper Santa Ana Unit near La Verne and to the Lower Santa Ana Unit near Fullerton. Small amounts of water from ground water sources arc also exported to the San Gabriel River area near La Verne by several agencies. Sewage is exported to the San Gabriel River area by the City of Pomona, and to the Pacific Ocean by the County Sanitation Districts of Orange County and by the coastal cities of Seal Beach and Sunset Beach. The County Sanita- tion Districts have recently purchased the sewage treatment plant for the Orange County Joint Outfall Sewer. However, that sewer continues to serve the cities of Anaheim, Fullerton. Orange, Santa Ana, La Habra, and Placentia and the Buena Park and Garden Grove Sanitary Districts. Water and sewage are transferred locally among the several units and subunits of the Santa Ana River Basin by some 50 agencies comprising municipalities, public districts, mutual water companies, public util- ities, and private water companies. Known agencies effecting such local transfers, are listed in Appendix E to this bulletin. The more important agencies im- porting water to and exporting water and sewage from the Santa Ana River Basin, as well as those agencies effecting local transfers, are listed in Table 18. Also shown in that table are sources and destina- tions of the supplies and quantities of water and sewage transferred largely with 1948 water supply developments. Records of water production are maintained by most agencies transporting water to or from the Santa Ana River Basin or among its units and subunits. In the South Coastal Basin Investigation, a detailed study was made of those records, and estimates were made of the portions of such production constituting transfers among the units. Estimates were also made of production and inter-unit transportation of water or sewage where no records were maintained. These prior studies covered seasons through 1944-45. For purposes of hydrologic analyses in the current inves- tigation, the prior estimates of imports and exports were extended through the 1947-48 season. Seasonal records of water imported to units of the Santa Ana River Basin by The Metropolitan Water District of Southern California for the period from 1940-41 through 1951-52 are shown in Table 19. Rec- ords and estimates of seasonal transfers of water and .sewage among the units and subunits of the basin are presented in Appendix E, largely for the seasons from 1927-28 through 1947-48. However, such data apply- ing to the San Jacinto Unit are shown for the period from 1922-23 through 1947-48, and exports from the Lower Santa Ana Unit via the Orange County Joint Outfall Sewer and the Count}' Sanitation Districts System are given for seasons through 1951-52. The periods covered by records in Appendix E were chosen so as to include all base periods used in hydrologic computation as well as recent seasons insofar as prac- ticable. The amounts of imported and exported irrigation water are influenced to a considerable degree by pre- cipitation during the season under consideration. This effect is due to variations of gravity water supplies available, differences in amounts of irrigation water required to supplement precipitation, or a combina- tion of these causes. Therefore, average seasonal im- ports under present conditions were estimated from recorded amounts during the period from 1941-42 through 1946-47 during which average precipitation was close to the mean. 28 SANTA ANA RTVER INVESTIGATION TABLE 18 MAJOR IMPORTS AND EXPORTS OF WATER AND SEWAGE TO, FROM, AND WITHIN SANTA ANA RIVER BASIN Name of importer or exporter Source and nature of supply Unit or subunit receiving supply Average seasonal quantity transported under 1948 water supply development and utilization, in acre-feet Imports to Santa Ana River Basin The Metropolitan Water District of Southern California . Exports from Santa Ana River Basin Chino, San Jacinto, Santa Ana Fore- bay, Santa Ana Pressure Area "16,000 1,000 1,700 2,200 Santa Ana Pressure Area, sewage. _ Santa Ana Forebay and Santa Ana Pressure Area, sewage '■2,700 h l 1,100 Local Transfer Within Units and Subunits of Santa Ana River Basin Lytle Creek Water and Improvement Company 6,200 8,500 d 1.700 Bear Valley Mutual Water Company and Craften Water Company ■■2,000 Bunker Hill Subunit, water. . 7,400 City of Colton _ -- 4,300 11,600 Chino Bunker Hill 4 000 Chino Subunit, water Bunker Hill Subunit, water- Bunker Hill Subunit, water- Riverside Subunit, sewage- Bunker Hill Subunit, water - Bunker Hill Subunit, sewage 11,100 Riverside .. Riverside.. 25,800 9,900 '5,000 4,200 City of San Bernardino .. . 7,100 Bunker Hill 1.300 Santa Ana Valley Irrigation Company - Santa Ana Forebay, water San Jacinto and Temescal Canyon water Bunker Hill Subunit, water Chino Subunit, water. Bunker Hill and Riverside Subunits, water Santa Ana Prssure Area _ - 2 300 8.900 Riverside. Riverside. _ .. Chino 1,100 Twin Buttes Water Company _ . . 1,300 4,900 " 1951-52 value excluding water imported to Lower Santa Ana Unit for spreading. b 1951-52 value. Orange County Sanitation Districts exported 23,300 acre-feet from July 1, 1954, through June 30, 1955. c Meeks and Daley Water Company and Agua Mansa Water Company. d Ceased in 1954. * 300 acre-feet after April, 1956, by Crafton Water Company only. ' Approximate magnitude in 1956. Variation in seasonal consumptive use of water in urban areas and in sewage production from such areas is largely dependent upon changes in population. However, changes in habits of the people in recent years and increasing use of automatic washers, gar- bage disposal units, and other appliances have in- creased per capita use of water and production of sewage. For these reasons, the amounts of water and sewage imported to and exported from the units of the Santa Ana River Basin under present conditions were taken as the greatest recent values shown in Appendix E. It was assumed that quantities of water transferred among the units and subunits of the Santa Ana River Basin will be the same under ultimate conditions as at present. This was based upon the premise that increases in water utilization in each unit will be met by expansion of water supply development within that unit or by import of water from sources outside the Santa Ana River Basin. Quantities of imported and exported sewage for the four subunits of the Upper \ Santa Ana Unit under ultimate conditions were esti- mated by assuming that 20 per cent of the estimated total sewage production will be exported directly to the ocean. Of the remaining sewage, it was assumed that from 25 per cent to 60 per cent will flow to the next lower subunit or to the Lower Santa Ana Unit depending upon geologic and hydrologic conditions in probable sewage treatment plant locations. It was further assumed that sewage production in excess of the foregoing proportions will be retained in the orig- inating subunits and be available for reuse. Of the estimated ultimate sewage production in the Santa Ana Forebay it was assumed that 85 per cent will be exported to the ocean. Similarly it was assumed that all sewage from the Santa Ana Pressure Area will go to the ocean. Parker Dam above and Colorado River Aqueduct below "These (local) supplies are supplemented by a relatively small but rapidly increasing import of Colorado River water . . ." ■M) SANTA ANA RIVER INVESTIGATION TABLE 19 WATER IMPORTED TO SANTA ANA RIVER BASIN BY THE METROPOLITAN WATER DISTRICT OF SOUTHERN CALIFORNIA (In acre-feet) Upper Santa Ana Unit San Jacinto Unit Lower Santa Ana Unit Season Santa Ana Forebay Santa Ana Pressure Area Total Chino Subunit 1940-41 350 650 260 220 120 1,960 2,060 1,290 870 260 70 30 570 1,050 860 1,240 600 740 1,750 4,570 5,320 5,070 5,400 10.070 29,920 33.480 44.720 130 140 190 1,610 3,220 3,820 *3,830 *4,500 4.550 5,730 7,210 8,390 1,370 860 42 43 2 890 44 5 420 1944-45 9 080 46 10 010 47 9 160 48 49 1949-50 51 52 9.970 15,000 36,870 42,000 54,190 * Includes estimated amounts of delivery In Newport Mesa Irrigation District and Fairview Farms Water Company. Average seasonal imports and exports of water and sewage to and from the units and subunits of the Santa Ana River Basin during the base periods, and with 1948 and probable ultimate water supply devel- opments and utilization, are presented in Table 20. UNDERGROUND HYDROLOGY The valley floor lands of the Santa Ana River Basin are underlain by ground water reservoirs having large storage capacity. Ground water has made possible much of the present highly developed economy of the basin by providing natural regulation of the widely fluctuating surface water supplies. At the present time roughly 80 per cent of the water applied for irriga- tion or put to use for domestic or industrial purposes is obtained from ground water storage. The term "free ground water," as used in this bulletin, generally refers to a body of ground water not overlain by impervious materials, which moves under control of the water table slope. "Confined ground water" refers to a body of ground water, or aquifer, overlain by material sufficiently impervious to sever free hydraulic connection with overlying wa- ter, which moves under pressure caused by the differ- ence in head between intake and discharge areas. This characteristic has led to use of the term "pressure area" with reference to zones of confined ground water. Data and information collected during the Santa Ana River Investigation and during prior in- vestigations indicate that ground water reservoirs in the basin contain both free and confined ground water. TABLE 20 ESTIMATED AVERAGE SEASONAL IMPORTS AND EXPORTS OF WATER AND SEWAGE AMONG UNITS OF SANTA ANA RIVER BASIN (In acre-feet) Unit and subunit Average during base period Water Sewage Mean for 21-year period, 1922-23 through 1942-43 Adjusted to 1948 conditions Water Sewage Adjusted to ultimate conditions Water Sewage Imports Upper Santa Ana Unit (11-year base period, 1927-28 through 1937-38) San Timoteo Subunit.- — Bunker Hill Subunit Riverside Subunit Chino Subunit San Jacinto Unit (19-year base period, 1922-23 through 1940-41) Elsinore Unit (22-year base period, 1926-27 through 1947-48) — Lower Santa Ana Unit (11-year base period, 1927-28 through 1937-38) Santa Ana Forebay Santa Ana Pressure Area - Exports Upper Santa Ana Unit (11-year base period, 1927-28 through 1937-38) San Timoteo Subunit Bunker Hill Subunit _ Riverside Subunit Chino Subunit.. San Jacinto Unit (19-year base period, 1922-23 through 1940-41) Elsinore Unit (22-year base period, 1926-27 through 1947-48) Lower Santa Ana Unit (11-year base period, 1927-28 through 1937-38) Santa Ana Forebay - Santa Ana Pressure Area 16,200 10,500 67,600 17,000 8,300 300 2,400 3,800 79,300 9,000 20,200 3,600 300 2,300 600 3,000 3,300 3,000 900 100 3,300 6,100 15,500 13,000 81,000 19,100 *4,800 300 2,300 *2,000 90,500 8,900 25,000 2,200 100 2,300 7,000 7,400 7,100 2,200 200 7,400 14,500 15.500 13.000 81,000 19,100 *4.800 300 2,300 *2,000 90,500 8,900 25,000 2,200 6,400 20,900 55,600 85,800 137,700 12,900 29.800 74,400 116,000 100 2,300 600 137,700 278,400 Quantities exclude export of approximately 1,700 acre-feet per 1954 pursuant to agreement. •ason from San Timoteo Subunit to San Jacinto Unit by Moreno Mutual Irrigation Company, which ceased in WATER SUPPLY 31 In areas of free ground water, percolation of stream How, precipitation, sewage, canal losses, and the unconsumed portion of applied irrigation water can replenish the ground water body, and changes in water table elevations indicate changes in ground water storage. On the other hand, relatively impervi- ous and generally continuous strata between the ground surface and the principal pumping aquifers in zones of confined ground water appear to prevent significant quantities of rainfall, stream flow, or un- consumed water applied to irrigation, from percolat- ing to the deeper water-bearing strata. A free ground water basin usually serves as a forebay or source of re- plenishment for the confined ground water body. Fluctuations of water levels in wells tapping fully saturated aquifers in confined ground water areas, are generally not accompanied by appreciable changes in ground water storage. Ground water in the Upper and Lower Santa Ana Units has been studied at length in prior investiga- tions. In the current investigation, special attention was given to ground water conditions in the San Jacinto and Elsinore Units, which comprise the re- mainder of the Santa Ana River Basin. Ground water information from the several investigations is s\;m- marized in this section. Ground Water Geology The geology of ground water basins in the Santa Ana River Basin has been the subject of a number of comprehensive investigations. In the South Coastal Basin Investigation, a geologic study was made of the valleys of the Upper and Lower Santa Ana Units by the Division of Water Resources. This study com- prised an analysis to determine "first, the geologic conditions, including the nature of the basin bound- aries, the physical characteristics of the basins them- selves and their relation to the occurrence and move- ment of ground water ; and second, storage capacity estimates for each basin in order that the rise and fall of the water table can be interpreted in terms of storage changes." Findings were reported in Bulletin No. 45 of the Division of Water Resources. An investi- gation of the geology of part of the Lower Santa Ana Unit was commenced in 1940 by the Ground Water Branch of the United States Geologic Survey. The results were published in a report entitled "Geologic Features in the Coastal Zone of the Long Beach- Santa Ana Area, California, with Particular Respect to Ground Water Conditions" by J. F. Poland, A. M. Piper, and others, dated May 1945, now in prepara- tion as Water-Supply Paper 1107. The Geological Survey has also investigated the ge- ology of the southern part of the Chino Subunit in connection with estimating ground water outflow therefrom and has published the results under the title "(Jround-water Outflow from the Chino Basin. Cali- fornia, and the Controlling Geologic and Ilydrologic Conditions." That agency is now investigating geol- ogy in the vicinities of San Jacinto fault (Bunker Hill Dike) and of the boundary between the Bunker Hill and San Timoteo Subunits. It has released to the open file certain ground water maps which show newly determined locations of the San Jacinto faidt and related faults referred to heretofore in connection with subunit boundaries. Information on geology af- fecting flow of ground water across San Jacinto fault has also been released. In the present investigation, a comprehensive study was made of the geology of the San Jacinto and El- sinore Units. This study was similar to the investiga- tion for Bulletin No. 45, except that no additional laboratory work on physical characteristics of water- bearing sediments was undertaken. As stated in Chap- ter I the results of this study are presented as Appen- dix B to this bulletin. The water-bearing sediments of the Santa Ana River Basin consist of Quaternary and some upper Tertiary alluvial deposits. These sediments were laid down on alluvial fans and plains by streams draining the surrounding highland areas, and now occur mostly as stringers and lenses of sand and gravel separated by layers of silt and clay. The sand and gravel de- posits occur throughout valleys of the basin, serving as the principal aquifers through which ground water moves and can be yielded to wells. The clays were largely laid down in the interstream zones of allu- vial fans and plains, although in certain areas, partic- ularly in the upper reaches of the fans, some of the clay deposits are largely the product of extensive weathering. In certain places, such as the Elsinore Unit and San Jacinto Valley, clays have been laid down in lake beds. Upper Santa Ana Unit. The valley fill in the Upper Santa Ana Unit has, as described above, been derived principally from igneous and metamorphic rocks of the San Gabriel and San Bernardino Moun- tains, and, to a lesser extent, from sedimentary rocks in the San Timoteo Badlands and Chino Hills. Most of these deposits are Recent alluvium, but older allu- vium also occurs both at the surface in some places and at various depths in the fill. Well logs indicate that the alluvium in the Upper Santa Ana Unit is generally composed of alternating lenticular strata of comparatively unaltered sediments, and reddish resid- ual material of which a large part has been altered to clay. A number of fault zones cross the alluvium of the Upper Santa Ana Unit, forming barriers to the move- ment of ground water. Principal among these is the San Jacinto fault, or Bunker Hill Dike, that passes in a northwesterly direction through the western portion of San Bernardino, as shown on Plates 5, 6, 8, and 9. There are other fault zones in this vicinity roughly 32 SANTA ANA RIVER INVESTIGATION paralleling Bunker Hill Dike, and several are found farther west cutting the alluvium east of Upland and near Claremont. The well-known San Andreas fault passes along the base of the San Bernardino Moun- tains, and faults are found at the foot of San Gabriel Mountains and along the eastern edge of the Chino Hills. The aforementioned fault zones traversing alluvium were primary eonsiderations in establishing bound- aries of ground water basins, as published in Bulletin No. 45 and as used in hydrologie studies for Bulletin No. 53. For purposes of the present investigation, in- dividual basins, so delimited, were combined into the four subunits of the Upper Santa Ana Unit described heretofore. The permeability of the Quaternary alluvium in the Upper Santa Ana Unit is generally high, due to the active character of deposition in most of the area. The highest permeabilities are found near the north- ern portions of the unit, at the heads of alluvial cones where the percentage of gravel is the greatest. The Upper Santa Ana Unit contains free ground water for the most part. However, in the San Bernar- dino Pressure Area, located in the Bunker Hill Sub- unit as shown on Plates 5, 6, 8, and 9, ground water is confined beneath capping beds of sedimentary clay strata found at several different levels. The deeper confined aquifers usually contain water under greater pressure than shallow aquifers, because the lower cap- ping clay strata are of broader lateral extent and the elevations of the water tables at their edges are higher than those at the edges of strata confining the shallow aquifers. San Jacinto Unit. In the San Jacinto Unit, allu- vium carried from surrounding highlands has filled ancient canyons in the basement rock of the area to known depths approaching 1,000 feet. Rocks in the San Jacinto Mountains, as well as those in most of the hills bounding valleys in the remainder of the unit, are chiefly igneous and metamorphic. However, the San Timoteo Badlands in the northeast portion of the unit are underlain by Pleistocene sediments, and an area near the mouths of the San Jacinto River and Bautista Creek, southeast of San Jacinto, is underlain by the sedimentary Bautista beds of Pleistocene age. Most faults in the San Jacinto Unit have north- westerly trends parallel to the important San Jacinto fault zone at the southwest foot of the San Jacinto Mountains and the San Timoteo Badlands, as shown on Plate B-l, "Geologic Map of San Jacinto and Elsinore Basins" and in part on Plates 5, 6, 8, and 9, This fault cuts the alluvium in several places near the bases of these elevated features. The Casa Loma fault extends northwesterly from Park Hill a dis- tance of about 15 miles, forming a barrier to the movement of ground water. The Casa Loma fault and other geologic and topo- graphic features might be taken as bases for subdi- vision of the floor of the San Jacinto Unit into two or more subunits. However, for purposes of this re- port, the entire unit is treated as a single hydrologie entity. The permeability of the alluvium in the eastern portion of the San Jacinto Valley in the San Jacinto Unit is relatively high because the major streams tributary to the valley floor debouch in that area, and have deposited large quantities of the coarser sedi- ments. However, in many other portions of the San Jacinto Unit the permeabilities are limited because of the general fineness of the valley fill. The alluvium of the San Jacinto Unit is nearly surrounded by im- pervious rock, and movement of ground water across the boundaries of the ground water basin through such rock is considered negligible. An extensive area of confined ground water occurs in the San Jacinto Valley between the San Jacinto and Casa Loma fault zones, extending from the vi- cinity of the City of San Jacinto northwesterly about 13 miles. This area is delineated on Plate B-3A. The limits of this confined ground water area were esti- mated by considering the area in which flowing wells were reported in Water Supply Paper 429 of the Geological Survey in 1919, by tracing the surface expression and ground water barrier effect of the Casa Loma fault on the southwest edge of the area, and by field observation of the behavior of ground water near its edges. Clay capping beds over the confined aquifers were apparently formed during pe- riods when lakes and swamps prevailed. The princi- pal confined aquifers lie at depths greater than one hundred feet, but ground water has also been found under pressure within a few feet of the ground sur- face. The principal forebay, or free ground water in- take area, for the confined aquifers extends southeast- erly from the pressure area toward the points where the San Jacinto River and Bautista Creek enter San Jacinto Valley. Elsinore Unit. The valley fill in the Elsinore Unit has been deposited both by the San Jacinto River and by minor streams draining the east face of the Santa Ana and Elsinore Mountains and the west slope of highlands separating the Elsinore Unit from the San Jacinto Unit. Debris from all of these sources is de- rived principally from igneous and metamorphic rocks. Poorly consolidated Pleistocene sedimentary rocks, that have also contributed to the valley fill, occur in hills north of Lake Elsinore and over a considerable area southeast of the lake. Several northwesterly-trending faults that pass through the Elsinore Unit are shown on Plate B-1B and in part on Plates 5, 6, 8 and 9. The Glen Ivy fault lies near the northeast edge of the valley, while WATER SUPPLY 33 the Willard fault passes along the foot of the Santa Ana Mountains on the southwest side of the valley floor. Cutting the alluvium at an average distance of about 2,000 feet northeast of the latter fault is the Wildomar fault zone. This fault zone and the south- ern portion of the Glen Ivy fault impede ground water movement. A small pressure area is known to exist near the western-most tip of Lake Elsinore. However, the en- jtire alluvial fill of the Elsinore Unit was taken as one ground water basin for purposes of this investigation. The alluvium of the Elsinore Unit is most perme- able near the base of the Elsinore Mountains and at 'the mouth of the San Jacinto River, due to deposits pf coarse gravels and sands. The permeability of sedi- ments in much of the remaining area is lower due to the presence of more fine materials. Some of the silts and clays occupying the central part of the basin were probably laid down as lake beds. Other water- bearing sediments of relatively low permeability are the older alluvial terraces southeast of Lake Elsinore, and sedimentary rocks of Pleistocene age comprising Rome Hill on the southwest shore of the lake and the hills on the northern edge of the unit. Rocks of the highlands on the northeast and south- west sides of the Elsinore Unit are relatively im- pervious, and a dam of nonwater-bearing rock ex- pends across the northwest end of the unit in the vicinity of Lucerne. Subsurface inflow to the unit ^rom any of these sources, therefore, is considered legligible. There is minor ground water movement icross the southeast boundary of the Elsinore Unit hrough the older unconsolidated sediments. Lower Santa Ana Unit. Recent alluvium in the 1/ower Santa Ana Unit has been carried in by the Santa Ana River from the Upper Santa Ana Unit, by Santiago Creek from the Santa Ana Mountains, md by minor streams from hills bounding the valley. The Santa Ana Mountains are composed principally >f Tertiary sediments and metamorphic and igneous •ocks, while hills tributary to the valley floor are iargely Tertiary and Pleistocene sediments. Sedimen- jary formations of Tertiary and Pleistocene age also ■ompose the coastal mesas extending from Newport 3ay to Seal Beach, the Coyote Hills, and underlie the decent alluvium. The uppermost Tertiary and the 'leistocene sediments as well as Recent alluvium are vater-bearing. The major fault zone affecting ground water move- ment in the Lower Santa Ana Unit is the Newport- nglewood fault zone, the location of which is shown »n Plates 5, 6, 8, and 9. The trace of this fault enters he portion of the coastal plain in the Lower Santa :Vna Unit about 0.8 mile northeast of Seal Beach, and >asses southeasterly generally parallel to the shore ine to a point about four miles northwest of Hun- ington Beach. There the fault divides, both branches continuing southeastward until they apparently die out near the Santa Ana River. The general character of the alluvium producing significant quantities of ground water in the Lower Santa Ana Unit is similar to that of other areas in the Santa Ana River Basin described heretofore. How- ever, there are well-defined zones in the Recent allu- vium, probably marking ancient channels of the Santa Ana River, that have greater percentages of sand and gravel and are more permeable than the average. The most important of these is the Talbert water-bearing zone which is from one to six miles wide, and which extends from the lower end of Santa Ana Canyon to the Pacific Ocean. It forks at a point about five miles from the ocean, and one branch passes north- west of, and the other branch southeast of, Hunting- ton Beach. The zone averages about 70 feet in vertical thickness, and through Santa Ana Gap between Hun- tington Beach and Newport Beach its base is about 140 feet below the ground surface. Underlying the Recent alluvium are sediments of Pleistocene age, of which the most important source of ground water is the San Pedro formation. A particularly productive zone in this formation is found beneath the central and northern part of the mesa north of Newport Beach and underlying the mesa on which Huntington Beach is located. A large portion of the water-bearing alluvium in the Lower Santa Ana Unit, including the coastward half of the Talbert water-bearing zone, is confined by impervious clay strata. The inland limit of this area extends from the San Joaquin Hills through Santa Ana, and west of Anaheim and the center of Puller- ton to the Coyote Hills. As indicated on Plate 1, this boundary separates the Santa Ana Forebay from the Santa Ana Pressure Area, the two subdivisions of the Lower Santa Ana Unit studied in this investigation. The Santa Ana Forebay is characterized by free ground water and the Santa Ana Pressure Area by confined ground water. Confined aquifers of the Pressure Area, including the Talbert water-bearing zone, are continuous hydraulically with water-bearing sediments in the Forebay, permitting ground water flow between the areas. As a result of its cited study, the Geological Survey concluded that the Newport- Inglewood fault zone comprises a more or less effec- tive barrier to ground water movement to or from the ocean in sediments underlying the Recent de- posits along the southwestern edge of the Lower Santa Ana Unit. However, it was concluded that no such barrier exists in the Recent deposits themselves, in- cluding confined sediments of the Talbert water-bear- ing zone in Santa Ana Gap and tongues of alluvium in Bolsa Gap northwest of Huntington Beach Mesa and in Alamitos Gap in the vicinity of Seal Beach. The characteristics of rocks making up the inland boundaries of the valley floor of the Lower Santa Ana 34 SANTA AXA RIVER INVESTIGATION Unit arc such that only minor subsurface inflow to the valley is believed to occur. Specific Yield and Ground Wafer Storage Capacity The term "specific yield," when used in connection with ground water, refers to the ratio of the volume of water a saturated material will yield by gravity to its own volume, and is commonly expressed as a percentage. Ground water storage capacity is esti- mated as the product of the specific yield and the volume of material in the depth intervals considered. It has been stated that in its Bulletin Xo. 45 the Division of Water Resources reported findings of a comprehensive geologic study of the South Coastal Basin, including storage capacity estimates for each ground water basin considered. Estimates were made of specific yield of the alluvium for depth zones gen- erally 50 feet above and 50 feet below the water table of January 1938, based upon laboratory work to de- termine porosity and water-yielding capacity of allu- vial materials. These determinations were correlated with data from a large number of well logs, and from observations of sediments obtained from wells being drilled, to make basin-wide specific yield estimates. In the present investigation about 110 well logs in the San Jacinto Unit and 76 in the Elsinore Unit were collected. These constituted most of the logs available in 1948 and 1949 from well drillers, public agencies, and individuals. Specific yield values taken from Bulletin Xo. 45 for classes of sediments indi- cated by the logs were then used to compute weighted specific yield factors for the valley fill in a depth zone 50 feet above the water table in the winter of 1948-49, except where the water table at that time was less than 50 feet below the ground surface. This zone was considered generally representative of that in which ground water storage change had occurred in the base periods used for hydrologic study. These estimates were then used to plot the map reproduced as Plate B-3, "Specific Yield of Zone 50 Feet Above Water Table." A more detailed discussion of specific yield of the alluvium in this portion of Santa Ana River Basin is presented in Appendix B. Weighted average specific yield values and ground water storage capacities, based upon data in Bulletin No. 45 and upon geologic studies in this investigation, are presented in Table 21. Ground Water Levels Records of ground water level measurements in the Santa Ana River Basin have been kept by the United States Geological Survey, the Department of Water Resources and its predecessors, counties, public dis- tricts, cities, water users associations, private com- panies, and individuals. A number of the longer rec- ords of these measurements in the Upper Santa Ana Unit date from 1900, and a few were started as earlv TABLE 21 ESTIMATED AVERAGE SPECIFIC YIELD AND GROUND WATER STORAGE CAPACITY OF PRINCIPAL WATER- BEARING DEPOSITS IN SANTA ANA RIVER BASIN Storage capacity, in acre-feet Average specific yield of 50-foot depth 50-foot depth Unit or subunit 100-foot zone above zone below Total, depth zone, water table water table 100-foot in percent of Janury, 1933 of January, 1933 depth zone San Timoteo" _ . 6.1 77,000 130,000 207,000 Bunker Hill 9.7 305,000 286,000 591,000 Riverside b . _ 10.0 209,000 317,000 526,000 8.6 592,500 640,000 1,232,500 San Jacinto 7.3' '417,000 7.6« "27,000 Santa Ana Forebay _ 9.2 325,000 293,000 618,000 " Does not include zone above water table in part of subunit. b Average thickness of zone above water table in over three-fourths of subunit is lie- tween 20 and 25 feet. c Fifty-foot depth zone abov* water table in winter of 1048-49, or depth zone fium the water table to 15 feet below the ground surface, whichever is the lesser. as 1890. The longest records in the San Jacinto and Lower Santa Ana Units were commenced about 1900. Few continuous records of ground water levels in the Elsinore Unit are available. Ground water level measurements, varying in fre- quency from monthly to annually, are made at a large number of wells in the Upper and Lower Santa Ana Units by interested local agencies. As previously stated, these records are published annually by the Department of Water Resources in the Bulletin No. 39 series. Ground water elevations at a number of wells in the San Jacinto Unit were measured during the San Jacinto Hydrographic Investigation in the fall of 1922. Beginning in 1936 the Metropolitan Water Dis- trict initiated a program of ground water level meas- urements in that unit. The former State Division of Water Resources and the Riverside County Flood Control and Water Conservation District later joined in this program. Measurements were made at some 360 wells in the San Jacinto Unit during the Santa Ana River Investigation to supplement the regular program. Well measurements in the San Jacinto Unit have been continued to date and are published an- nually in the Bulletin No. 39 series. Monthly depths to ground water at a group of 110 wells in the Elsinore Unit were measured in 1926 and in 1927 by Mr. Porter H. Albright, Civil Engineer. \ During the present investigation, ground water levels at some 60 wells in the unit were measured in the fall of 1948 and in the spring of 1949. These latter measurements, which have not been published here- tofore, are presented as Appendix F to this bulletin, j In addition to the records of ground water level measurements published in the Bulletin No. 39 series, j certain of the foregoing records have also been pub- lished by the Geological Survey in its Water-Supply WATER SUPPLY 35 Papers under the general title "Water Levels and Artesian Pressure in Observation Wells in the United States." Depths to ground water throughout the Santa Ana River Basin, measured largely in the fall of 1951. iwere plotted on a map and lines of equal depth were drawn. Depths used in the Elsinore Unit, however, were those for the fall of 1948. as that was the only ! recent year for which such records were available. ,This map is presented as Plate 5, entitled "Lines of .Equal Depth to Ground Water, Fall of 1951." Plate 6, (entitled "Lines of Equal Elevation of Ground Water, jFall of 1951," was prepared by subtracting depths jto ground water from elevations above sea level of the measuring points. Ground water levels in the Santa Ana River Basin undergo monthly and seasonal fluctuations in com- pensating for the seasonal and cyclic unbalance be- tween replenishment and draft commonly inherent in ground water basins. This fluctuation is exemplified ion Plate 7, entitled "Elevation of Ground Water at (Representative Wells." This plate illustrates the fluc- tuation at 17 wells with records of varying length be- tween 1900 and 1951. The locations of these key wells [are shown on Plate 5. Plate 7 indicates the seasonal fluctuation of ground water levels and the general cyclic trends comprising ia rise in ground water levels during periods of wet I years when ground water replenishment exceeds the draft, and a drop in ground water levels during dry ! years when draft is greater than the supply. The gen- eral downward trend of the hydrographs shown on ; Plate 7 reflects the increase in pumping draft during |the periods of record, in addition to the variation in water supply. The general basin-wide rise of ground water levels 'occurring during the wet period following 1936, as indicated on Plate 7, is also shown on Plate 8, entitled i" Lines of Equal Change in Ground Water Elevation, I Pall of 1936 to Fall of 1944." The general lowering lof ground water levels during the drought period i following 1944 is illustrated on Plate 9, entitled j" Lines of Equal Change in Ground Water Eleva- tion, Fall of 1944 to Fall of 1951." The decline in ground water levels during that period was brought ; about not only by the critical deficiency in water , supply, but also by the accelerated increase in pump- ing draft. Change in Ground Water Storage In areas of free ground water the volume of soil nnwatered or resaturated over a period of time, when multiplied by the specific yield, measures the change I in ground water storage during that time. Such esti- mates of ground water storage change in the Upper and Lower Santa Ana Units during the 11-year base period were prepared during the South Coastal Basin Investigation and were published in Bulletin No. 53. These values have been accepted in the current in- vestigation. Changes in ground water storage in the San Jacinto and Elsinore Units were computed for their respec- tive base periods by plotting lines of equal change in elevation of ground water on maps similar to Plate 8. These changes in elevation of ground water were multiplied by the area over which such changes oc- curred, and by the average value of specific yield for the depth interval nnwatered. Changes in ground water storage in the aforesaid units and subunits during the respective base periods are shown in Table 22. Subsurface Inflow and Outflow Direction of ground water movement in the Santa Ana River Basin may be observed by inspection of Plate 6. It is indicated on that plate that ground water in the Upper Santa Ana Unit generally moves parallel to the direction of movement of surface runoff. However, in portions of the San Jacinto, Elsi- nore, and Lower Santa Ana Units ground water moves toward the interiors of the units contrary to the slope of the land surface and direction of surface runoff. This is due to the effect of pumping from ground water storage in the areas concerned. Prevailing ground water gradients in the alluvium adjacent to bordering hills and mountains in several portions of the Upper and Lower Santa Ana Units indicates subsurface inflow from those hills and mountains. Such subsurface inflow is apparently minor, however, except in the case of the San Timoteo Subunit where it is believed to be relatively large. The quantities of subsurface inflow from hills and mountains are not susceptible of direct determina- tion. Accordingly, subsurface inflow was included in the estimates of unmeasured surface runoff from such TABLE 22 ESTIMATED AVERAGE SEASONAL BASE PERIOD CHANGES IN GROUND WATER STORAGE IN UNITS AND SUBUNITS OF SANTA ANA RIVER BASIN (In acre-feet) Units and subunits Upper Santa Ana Unit, (11-year base period, 1927-28 through 1937-38) San Timoteo Subunit ... Bunker Hill Subunit ._ Riverside Subunit Chino Subunit San Jacinto Unit, (19-year base period, 1922-23 through 1940-41) Elsinore Unit, (22-year base period, 1926-27 through 1947-48) Lower Santa Ana Unit, (11-year base period, 1927-28 through 1937-38) Santa Ana Forebay Change in storage —2,900 + 4,400 —3,600 —25,700 —9,300 — 1,400 -17,800 36 SAXTA ANA RIVER INVESTIGATION hills and mountains published in Bulletin No. 53 and utilized herein. Plate 6 indicates subsurface flow among the sub- units of the Upper and Lower Santa Ana Units and between those units. There is also subsurface outflow from the Upper Santa Ana Unit to the San Gabriel River area west of Pomona. The estimated average seasonal quantities of such subsurface flow during the 11 -year base period were taken from Bulletin No. 53. Mean values of subsurface flow under present and probable ultimate conditions were estimated by several methods. First, mean subsurface flow from the Bunker Hill Subunit to the Riverside Subunit, and mean underflow beneath the bed of the Santa Ana River in Riverside Narrows and in Santa Ana Canyon, were taken as equal to base period average values of such flows. Recent work by the United States Geological Survey has confirmed the order of magni- tude of the value of average subsurface outflow from the Bunker Hill Subunit given in Bulletin No. 53. Relatively constant underflow in Riverside Narrows and Santa Ana Canyon is indicated by essentially stable ground water elevations and hydraulic gradi- ents at those locations. Installation of a sheet piling cut-off wall beneath Prado Dam is believed to have had little or no effect on underflow through Santa Ana Canyon. Second, where ground water elevations and gradi- ents changed from average base period conditions, mean subsurface flow under 1948 conditions was esti- mated by multiplying base period values by the ratio of average ground water gradients during the sea- sons from 1942-43 through 1946-47, assumed to be the 1948-condition average, to average gradients during the base period. This was based on the assumption that, within small ranges of ground water level fluc- tuation, cross-sectional areas and coefficients of per- meability would remain approximately constant. Subsurface discharge would, therefore, vary in direct proportion to the water table slope. This procedure was used for estimating 1948-condition mean subsur- face flow from the San Timoteo Subunit to the Bunker Hill Subunit in the vicinity of Redlands, from the Riverside Subunit to the Chino Subunit west of Colton and northwest of Corona, and from the Chino Subunit to the San Gabriel River area west of Pomona. Mean subsurface flows under condi- tions of probable ultimate development were assumed equal to mean values under 1948 conditions. It is concluded that subsurface flow across most boundaries of the alluvium in the San Jacinto and Elsinore Units is negligible because of the impervious character of contiguous rock formations. Although alluvium occurs along the western boundary of Dia- mond Valley in the San Jacinto Unit, lines of equal ground water elevation indicate that subsurface flow across the unit boundary in that area is small. Sub- surface inflow enters the southeasterly end of the Elsinore Unit between the Wildomar and Glen Ivy fault zones. Maps showing lines of equal ground water elevation in 1926 and 1948, together with known ground water elevations during the intervening years, indicate that such flow was continuous throughout the 22-year base period. Average subsurface inflow to the Elsinore Unit during the base period, and mean inflow under 1948 conditions were estimated as the products of the average coefficient of permeability, effective cross-sectional area of the alluvium, and the respective average water table gradients. Mean sub- surface inflow to the Elsinore Unit under probable ultimate conditions of water supply development and utilization was assumed to equal the 1948 mean value. Estimates of supplemental water requirements in the Lower Santa Ana Unit, to be presented in Chap- ter III, are based upon the assumption that free ground water in the Santa Ana Forebay and confined ground water in the Santa Ana Pressure Area com- prise one ground water unit. Therefore, the significant items of subsurface flow in the Lower Santa Ana Unit are subsurface inflow and outflow across the outside boundaries of that unit, rather than the sub- surface movement between the Forebay and the Pres- sure Area. The small quantities of subsurface inflow to the alluvium from contiguous mountains and hills are included in estimates of unmeasured surface run- off from such areas. Lines of equal ground water ele- vation along the northwest edge of the Santa Ana Pressure Area, such as those shown on Plate 6, in- dicate that there has been little or no net subsurface flow across that boundary of the Lower Santa Ana Unit since the beginning of the 11 -year base period. It has been mentioned that tongues of confined Recent alluvium, such as the Talbert water-bearing zone, which extend through gaps between the coastal mesas to the ocean, transmit ground water freely. In these gaps confined ground water may move from the Lower Santa Ana Unit toward the ocean, or vice versa, depending upon the slope of the piezometric surface. Plate 10, entitled "Ground Water Surface Profile along Talbert Water-Bearing Zone in Lower Santa Ana Unit," shows that during most of the 11- year base period there was a seaward hydraulic gradient, indicating subsurface outflow. However, this ground water gradient was only slightly greater than that necessary to overcome the differential head due to the greater density of sea water than of fresh water. Therefore, average ground water outflow from the Lower Santa Ana Unit at this point was probably very small during the base period, and was assumed to be negligible. For similar reasons, flows through Recent alluvium in gaps to the northwest were also considered negligible. From piezometric surface profiles on Plate 10, and from estimates of cross-sectional areas and permeabil- San Jacinto Valley '. . . ground water levels in much of the San Jacinto Unit have been lowered progressively by pump- ing . . . demonstrating a requirement for supplemental water." 38 SANTA AXA RIVER INVESTIGATION ity of confined aquifers determined by the Geological Survey, it appears that the maximum seasonal sub- surface outflow from the Lower Santa Ana Unit since 1927-28 was in the order of 5,000 acre-feet. In formu- lating plans for water development, it would be desir- able to maintain piezometric surfaces at such eleva- tions as to preclude subsurface inflow from the ocean. It was assumed, therefore, that under 1948 and prob- able ultimate conditions mean seasonal subsurface outflow will vary from zero to 3,000 acre-feet, averag- ing about 1,500 acre-feet. Estimates of subsurface inflow to and outflow from the units and subunits of the Santa Ana River Basin are presented in Table 23. Undetermined amounts of subsurface inflow from mountains and hills contiguous to the Upper and Lower Santa Ana Units are not included in Table 23. TABLE 23 ESTIMATED AVERAGE SEASONAL SUBSURFACE INFLOW TO AND OUTFLOW FROM UNITS AND SUBUNITS OF SANTA ANA RIVER BASIN (In ocre-feet) Mean for 21 -year period, 1922-23 through 1942-43. Average for base with both 1948 and pe •iod probable ultimate Unit and subunit conditions of "water supply development and utilization Inflow Outflow Inflow Outflow Upper Santa Ana Unit, (11- year base period. 1927-28 through 1937-38) San Timoteo Subunit 0» 16,700 0» 15,300 Bunker Hill Subunit . — 16,700 20,100 15.300 20,100 Riverside Subunit- 20,100 i' 14 ,31 10 20.100 i'2 1,500 Chino Subunit . - 14.300 3,100 21,500 3,000 San Jacinto Unit, (19-year base period, 1922-23 through 1940-41) Elsinore Unit, (22-year base period, 1926-27 through 1947-48) 500 800 Lower Santa Ana Unit, (11- year base period, 1927-28 through 1937-38) . 2,400 2,400 1,500 "Relatively large amounts of subsurface inflow included with estimates of surface inflow. b Includes effluent seepage tributary to the Santa Ana River northwest of Corona. QUALITY OF WATER The principal objectives of the water quality in- vestigation in the Santa Ana River Basin were the determination of: (1) quality of the surface and ground waters with respect to their suitability for ir- rigation and other uses; and (2) extent, if any, of change in water quality during the period of water quality records. This section presents the findings of this investigation and suggests generalized solutions to 1948 and potential water quality problems of the basin. It is desirable to define certain terms commonly used in connection with discussion of quality of water : Quality of Water — Those characteristics of water affecting its suitability for beneficial uses. Mineral Analysis — The quantitative determination of inorganic impurities or dissolved mineral con- stituents in water. Degradation — The impairment in the quality of water due to causes other than disposal of sewage and industrial wastes. Contamination — The impairment of the quality of water by sewage or industrial waste to a degree which creates a hazard to public health through poisoning or spread of disease. Pollution — The impairment of the quality of water by sewage or industrial waste to a degree which does not create a hazard to public health, but which adversely and unreasonably affects such water for beneficial uses. Hardness — A characteristic of water which causes curdling of soap, increased consumption of soap, deposition of scale in boilers, injurious effects in some industrial processes, and sometimes objec- tional taste, and which is due in large part to the presence of salts of calcium, iron, and mag- nesium. Salt Balance — This refers to the relationship be- tween the amount of salt entering a ground water body and the amount being removed there- from in a given interval of time. It is described as "favorable" when the output of salt equals or exceeds the input and as "adverse" when the opposite is true. Complete mineral analysis included a determination of four cations, consisting of calcium, magnesium, sodium, and potassium; five anions, consisting of carbonate, bicarbonate, chloride, sulphate, and ni- trate; total soluble salts; boron; and computation of per cent sodium. With the exception of boron, the concentrations of cations and anions were expressed in terms of "equiv- alents per million." This was done because ions com- bine with each other on an equivalent basis, rather than on the basis of weight, and a chemical equivalent unit of measurement provides a better and more con- venient expression of concentration. This is especially true when it is desired to compare the composition of waters having variable concentrations of mineral solubles. In the case of boron, concentrations are ex- pressed on a weight basis of "parts per million" of water. In order to convert equivalents per million to parts per million, the concentration, expressed in equivalents per million, should be multipled by the equivalent weight of the cation or the anion in ques- WATER SUPPLY 39 tion. Equivalent weights of the common cations and anions are presented in the following tabulation : Equivalent Equivalent Cation weight Anion neigh t Calcium (Ca) 20.0 Carbonate (CO.) 30.0 Magnesium (Mg)__12.2 Bicarbonate (HC0 3 )_ 61.0 Sodium (Na) 23.0 Chloride (CD 35.5 Potassium (K) 39.1 Sulphate (SO,) 48.0 Nitrate (XO.,1 62.0 Data utilized in the determination of quality of water in the basin included complete mineral analyses of water samples taken from 217 representative wells or points on surface streams of the basin between 1931 and 1933 and again between 1946 and 1948. Samples of water from 60 wells in the Ran Jacinto and Elsinore Units not covered by the foregoing analyses were collected for complete mineral analysis in 1948 or 1949 to supplement other analyses available for those units. However, data for those units were insufficient to permit conclusions as to possible his- torical deterioration of ground water quality. Subsequent to the water quality investigation de- scribed herein, the Department of Water Resources and its predecessor, the Division of Water Resources, have conducted more detailed examinations of water quality in certain portions of the Santa Ana River Basin under authorization of Section 229 of the Wa- ter Code and as requested by Regional Water Pollu- tion Control Board No. 8, which has pollution control jurisdiction in the basin. This Department has also published data on water quality in the Upper Santa Ana Unit obtained largely since 1932. This informa- tion comprises Bulletin No. 40-57 entitled "Quality of Surface and Ground Waters in Upper Santa Ana Val- ley. " In addition, the Division of Water Resources studied water quality aspects of importation of water to the Santa Ana River Basin under The California Water Plan, as requested by a special board of con- sultants on that problem for the former State Water Resources Board, and reference is made to that study under the heading "Salt Balance." Standards for Quality of Water Investigation and study of the quality of surface and ground waters of the Santa Ana River Basin were largely limited to consideration of mineral con- stituents of the waters, with particular reference to their suitability for irrigation use. However, it may be noted that, on the basis of the mineral analyses herein reported, a water which is determined to be suitable for irrigation may also be considered as being either generally suitable for municipal and domestic use, or susceptible to such treatment as will render it suitable for that purpose. The major criteria which were used as a guide for determining suitability of water for irrigation use comprised the following: (1) specific electrical con- ductance, (2) boron concentration, (3) per cent sodium, and (4) chloride concentration. 1. Specific electrical conductance furnishes an ap- proximate indication of the overall mineral quality of water. Total dissolved salts may be approximated by multiplying specific electrical conductance (Ec X 10 6 at 25° C.) by 0.7. The presence of excessive amounts of dissolved salts in irrigation water will result in reduced crop yields. 2. Crops are sensitive to boron concentration, but require a small amount (less than 0.1 part per mil- lion) for growth. They usually will not tolerate more than 0.5 to 2 parts per million, depending on the crop in question. 3. Per cent sodium reported in the analyses is the proportion of the sodium cation to the sum of all cations, and is obtained by dividing sodium by the sum of calcium, magnesium, potassium, and sodium, all expressed in equivalents per million, and multiply- ing by 100. Water containing a high per cent sodium adversely affects the physical structure of the soil by dispersing the soil colloids, making the soil "tight," thus retarding movement of water through the soil, retarding the leaching of salts, and making the soil difficult to work. 4. The chloride anion is usually the most trouble- some element in most irrigation waters. It is not con- sidered essential to plant growth, and excessive con- centrations will inhibit growth. The following excerpts from a paper by Dr. L. D. Doneen of the Division of Irrigation of the University of California at Davis may assist in interpreting water analyses from the standpoint of their suitability for irrigation. "Because of diverse climatological conditions, crops, and soils in California, it has not been possible to establish rigid limits for all conditions involved. Instead, irrigation waters are di- vided into three broad classes based upon work done at the University of California, and at the Rubidoux, and Regional Salinity laboratories of the U. S. Department of Agriculture. "Class 1. Excellent to Good — Regarded as safe and suit- able for most plants under any condition of soil or climate. "Class 2. Good to Injurious — Regarded as possibly harm- ful for certain crops under certain conditions of soil or cli- mate, particularly in the higher ranges of this class. "Class 3. Injurious to Unsatisfactory — Regarded as prob- ably harmful to most crops and unsatisfactory for all but the most tolerant. "Tentative standards for irrigation waters have taken into account four factors of constituents, as listed below. Class 1 Class 2 Class 3 Excellent Good to Injurious to Factor to Good Injurious Unsatisfactory Conductance ( Ec X 10° at 250° C.) Less than 1 ,000 1,000-3,000 More than 3,000 Boron, ppm Less than 0.5 0.5-2.0 More than 2.0 I'er cent sodium Less than 60 60-75 More than 75 Chloride, epm_Less than 5 5-10 More than 10 ( End of quotation ) Hardness of water is caused principally by com- pounds of calcium and magnesium although other mineral constituents such as iron, manganese, alu- minum, barium, silica, and strontium, may contribute 40 SANTA AXA RIVER INVESTIGATION to the hardness. In this bulletin total hardness is expressed in parts per million in terms of calcium carbonate hardness. It was computed by adding cal- cium and magnesium, expressed in equivalents per million, and multiplying this sum by 50. Water hav- ing a total hardness of less than 50 parts per million is rated as soft water for nearly all purposes except the most exacting of industrial uses, and seldom re- quires treatment for reduction or elimination of hard- ness. Water having a range of total hardness up to 150 parts per million is suitable for most household uses. However, in the case of such water, reduction of hardness by softening processes would reduce soap consumption and deposits of scale in plumbing sys- tems, thus enhancing the suitability of the water for laundries and other industrial purposes. Where total hardness in water exceeds from 150 to 200 parts per million, water softening processes are usually resorted to in order to render the water more acceptable for ..domestic, municipal, and industrial uses. However, objections to hardness in water may depend on local opinion, and a water considered too hard in certain localities might be considered satisfactory in others. Quality of Surface Water The greater part of the naturally occurring surface water in the Santa Ana River Basin is of excellent mineral quality and well suited for irrigation and for other beneficial uses. This is particularly true of drainage from the major mountain ranges, i.e., the San Gabriel, San Bernardino, and San Jacinto Moun- tains. Surface waters from the Chino Hills, Santa Ana Mountains, and San Timoteo Badlands contain higher concentrations of dissolved solids but are still largely of excellent quality. Flows from various hot springs contain relatively high concentrations of mineral con- stituents, among which are often harmful quantities of boron. However, the volume of such poorer quality water is small, compared to runoff from mountains and hills, and its effect upon the prevailing excellent quality of surface runoff is correspondingly small. Analyses of samples of runoff collected from streams draining mountains and hills indicate that most of those surface waters are of the calcium bicarbonate type. As shown by representative analyses in Table 24, they are Class 1 irrigation waters and have hardness values of less than 300 parts per million. Locations of sampling points referred to in Table 24 are shown on Plate 6. Flow in valley floor streams in units of the basin when there is no storm runoff largely comprised efflu- ent seepage from ground water or sewage. It contains higher concentrations of mineral solubles than moun- tain runoff, and there is usually a gain in concentra- tion of solubles during the course of such flow through the valleys. For example, analyses of waters sampled from the Santa Ana River on January 20, 1947, when there was little or no storm runoff, show that specific electrical conductance of flow from the San Bernar- dino Mountains at Location No. 18999 was 196, and that conductance of the waters increased from 488 at Location No. 18003 south of San Bernardino to 725 at Location No. 15851A below Prado Dam. However, as shown in Table 24, the water at the latter point flowing to the Lower Santa Ana Unit was still in the category of Class 1 irrigation water. Its hardness was 277 parts per million. During the warm summer months, the concentration of solubles in the water below Prado Dam becomes greater because of com- plete lack of dilution by storm water and because of evaporation and transpiration losses along the river above that point. The specific conductance of such summer flow at times exceeds 1,000, which places it in the category of Class 2 irrigation water. TABLE 24 COMPLETE MINERAL ANALYSES OF REPRESENTATIVE SURFACE WATERS IN SANTA ANA RIVER BASIN Date of sample Conduct- ance E r X 10« at 25°C. Boron, in parts per million Per cent sodium Hardness as CaCOa, in parts per million Mineral constituents, in equivalents per million Source of sample* Ca Mg Na CCb-t- HCCh CI SCu NOj Santa Ana River at Location No. 18999 Santa Ana River at Location No. 18003 Santa Ana River at Location No. 16952 Santa Ana River at Location No. 15851A San Timoteo Creek at Location No. 18118... Mill Creek at Location No. 18260 1/20/47 3/ 8/48 10/30/47 1/20/47 1/16/33 1/20/47 4/15/32 11/14/46 11/15/46 10/30/47 11/13/46 1930 8/23/28 4/20/32 196 488 757 725 650 199 163 244 255 666 232 5,400 611 0.1 0.2 0.05 Trace 0.1 0.1 2.03 15 28 46 32 32 8 34 10 2 32 24 24 94 18 84 164 312 277 235 109 62 130 146 282 108 69 133 289 1.22 2.27 4.59 4.06 3.10 1.50 0.79 2.04 2.27 3.72 1.36 1.10 0.63 3.80 0.45 1.01 1.65 1.48 1.60 0.68 0.44 0.55 0.65 1.91 0.80 0.28 2.03 1.98 0.65 2.73 3.12 2.61 2.90 0.21 0.64 0.30 0.03 2.67 0.64 0.43 53.63 1.17 1.88 4.41 5.10 4.65 5.30 1.92 1.35 2.35 2.60 5.73 0.80 1.57 19.00 3.60 0.10 0.79 2.41 1.58 0.90 0.15 0.75 0.25 0.19 33.00 0.40 0.23 1.22 1.50 1.65 1.00 0.33 0.09 0.38 0.28 1.96 1.51 0.62 4.29 2.70 Trace Trace 0.27 0.14 0.13 Trace City Creek at Location No. 18905 . Lvtle Creek at Location No. 19459 Trace San Antonio Creek at Location No. 5628 Trace 10 Temescal (reck at Location No. 15962 San Jacinto River at Location No. 15580 0.40 Trace Santiago Creek at Location No. 15718 Trace * [locations of sampling points are shown on Plate 6. WATER SUPPLY 41 Quality of Ground Water Quality characteristics of the ground waters of the Santa Ana River Basin tend normally to reflect quali- ties of the surface waters which comprise the pre- dominant sources of recharge. Ground waters adjacent to the San Gabriel, San Bernardino, and San Jacinto Mountains are usually characterized by low concen- trations of mineral solubles, whereas ground waters receiving percolation of runoff from the Chjno Hills, the Santa Ana Mountains, and the San Timoteo Bad- lands and those receiving percolation of outflow from upstream units contain comparatively larger amounts. In some localities, mineralized waters from fault zones, dissolved residues from evaporation, connate brines, sea water, or industrial wastes cause degradation of ground waters. Table 25 presents complete mineral analyses of representative ground waters in the basin. Locations of sampling points referred to in that table are shown on Plate 6. Upper Santa Ana Unit. Ground waters in the Upper Santa Ana Unit are generally of excellent min- eral quality. Representative analyses given in Table 25 show that most of those waters are Class 1 irri- gation supplies of the calcium-bicarbonate type. How- ever, ground water of comparatively inferior quality occurs in the Riverside Subunit some five miles south- west of Riverside and north of Corona, as shown by analyses for Wells Nos. E-175a and E-281k, respec- tively. The relatively high salinities of those waters are believed to be due in part to an increase in solu- bles because of an unfavorable salt balance, but may TABLE 25 COMPLETE MINERAL ANALYSES OF REPRESENTATIVE GROUND WATERS IN SANTA ANA RIVER BASIN Date of sample Conduct- ance E c V 10 s at 25°C. Boron, in parts per million Per cent sodium Hardness as CaCOa, in parts per million Mineral constituents, in equivalents per million Well number* Ca Mg Na CO3 + HCOs CI SOi NO3 Upper Santa Ana Unit E 135 + b 6/17/47 12/15/47 3/16/48 6/ 9/47 8/15/39 7/31/47 2/24/47 7/22/47 6/16/47 11/ 6/47 8/ 8/47 6/ 9/47 3/21/47 3/29/48 2/11/47 10/22/46 9/21/48 9/21/48 9/22/48 9/21/48 9/29/48 9/29/48 9/22/48 5/18/49 5/18/49 9/21/48 10/29/48 9/29/48 9/29/48 8/29/48 9/12/38 10/14/46 8/12/48 10/ 1/46 5/19/47 4/30/47 12/ 6/46 7/30/48 7/ 9/48 12/ 5/46 9/12/39 5/21/48 410 431 343 595 380 1,064 957 1,298 1,012 851 2,740 321 278 364 374 . 664 408 935 606 699 435 788 1,010 741 704 535 2,770 500 471 513 2,550 1,080 926 785 1,640 1,137 572 603 547 435 470 395 0.3 0.2 0.30 Trace 0.6 0.5 0.2 0.5 0.1 0.1 0.68 0.08 0.29 0.04 2.30 0.21 0.11 0.88 0.11 0.10 0.10 0.2 0.4 0.5 0.1 0.02 Trace 18 44 12 38 12 32 34 46 44 36 44 18 34 18 24 32 30 52 58 44 46 84 38 40 44 44 36 88 94 18 20 26 28 24 44 54 26 26 26 28 28 32 185 118 191 194 148 360 413 354 351 307 794 175 112 186 164 310 170 240 153 210 118 72 331 252 226 171 946 32 12 244 1,023 472 370 320 574 265 252 249 214 193 174 157 2.56 1.71 2.81 2.63 2.15 5.04 5.05 5.06 5.07 4.41 9.96 2.67 1.55 2.60 2.78 4.41 2.78 3.58 2.17 2.75 1.45 1.04 4.64 3.88 2.86 2.10 12.50 0.34 0.05 3.39 14.64 6.61 5.47 4.31 6.28 3.75 3.84 3.74 3.22 2.90 2.65 2.39 1.14 0.66 1.01 1.24 0.81 2.16 3.21 2.02 1.95 1.73 5.92 0.83 0.70 1.11 0.50 1.79 0.62 1.21 0.89 1.44 0.92 0.41 1.98 1.15 1.67 1.32 6.42 0.30 0.20 1.48 5.82 2.82 1.92 2.10 5.19 1.55 1.20 1.24 1.07 0.96 0.82 0.75 0.84 1.84 0.56 2.38 0.43 3.34 4.01 6.19 5.50 3.42 12.79 0.77 1.11 0.74 1.09 2.90 1.50 5.05 4.35 3.20 2.01 6.81 3.94 3.44 3.37 2.56 10.54 4.58 4.20 1.08 5.38 3.42 2.92 1.96 9.05 6.43 1.73 0.65 1.40 1.44 1.34 1.42 3.70 3.07 3.17 2.60 3.30 4.38 7.12 5.82 5.70 3.58 7.63 3.14 2.55 3.18 3.27 6.65 3.12 2.00 6.56 2.95 1.49 2.92 3.13 0.20 4.14 2.53 5.30 2.28 2.03 2.24 4.72 6.10 5.43 3.69 5.30 4.20 3.65 4.10 4.24 3.75 3.39 3.61 0.05 0.50 0.15 0.88 0.19 4.33 1.80 4.78 3.57 2.85 17.60 0.18 0.13 0.33 0.62 0.55 0.45 3.81 1.03 4.32 2.13 4.46 6.62 2.12 3.17 1.97 14.72 2.28 1.53 0.44 16.70 2.75 2.55 1.35 4.40 6.03 1.20 1.04 0.76 0.65 0.42 0.36 0.46 0.48 0.58 1.95 0.37 1.00 2.86 2.00 2.19 2.30 3.02 0.24 0.48 0.39 0.23 0.58 0.93 3.48 Trace 0.63 0.19 0.14 0.52 1.53 0.45 0.67 9.50 0.37 0.84 3.06 4.27 4.25 1.97 2.90 10.07 1.31 1.52 1.41 1.06 0.88 0.77 0.76 0.19 E — 120 j --- -- 0.26 E — 123 f - 0.43 E— 45 b - -- 0.57 E — 10 -- ------ 0.05 E — 201 -- - - --- 0.71 D — 975 d 0.21 E — 175 a --- -- 0.71 E— 291 d 1.37 E— 288 i 0.43 E — 281k - .-- 0.37 D— 1177a - 0.69 D— 1001 b _ --_ 0.14 D — 744 h 0.57 D — 927 b 0.13 D— 802 d 0.40 San Jacinto Unit 5S/1E-9B 0.14 4S/1W-9B 0.36 3S 2W-34F - .-- . 4S2W-18B 0.21 3S/3W-6B --- 0.36 3S 3W-14A 4S '3W-32B 4S/1W-32J _ 0.19 0.40 Trace 5S/2W-12B _ 0.11 6S'3W-2B 0.29 5S/3 W-36E Elsinore Unit 6S/4W-2U1 -- 0.11 0.11 6S 4W-6.J1 -. --- OS 5W-3G2 6S 5W-2L1 0.01 Lower Santa Ana Unit C— 1081 j Trace C— 974 o__- 0.50 C— 1112 0.25 C— 1216 d 0.08 C— 1224 0.02 C— 1158 -. 0.09 C— 983 L __ 0.09 C— 927 c C— 998 d C— 910 w --. C— 1257... * Locations of sampling points are shown on Plate li. 42 SANTA ANA RIVER INVESTIGATION also be derived partially from dissolved residues from evaporation or mineralized water from fault zones. However, the relatively high salt content of some ground waters in the Corona area may also be ex- plained in part by percolation of the inferior waters of Cajalco Creek and of past overflow of saline waters from Lake Elsinore. There has been no significant change in quality characteristics of ground waters in the Upper Santa Ana Unit between the period 1931 through 1933 and the period 1946 through 1948, except in the Riverside Subunit. In portions of that subunit, there was an increase in mineral solubles which is believed to be a manifestation of the unfavorable salt balance previ- ously mentioned. This general problem will be dis- cussed further in this water quality section under the heading "Salt Balance." San Jacinto Unit. Much of the ground water in the San Jacinto Unit has the properties of a Class 1 irrigation supply and is of satisfactory mineral qual- ity for domestic, municipal, and industrial uses with moderate treatment for hardness. However, in local- ized areas, such waters are of inferior quality, appar- ently due largely to natural causes. The highest qual- ity ground waters are located generally in the San Jacinto Valley southeast of San Jacinto, near Lake- view, and adjacent to hills from which good quality runoff emanates. Ground waters of inferior quality in the San Ja- cinto Unit occur some 10 miles northwest of San Jacinto, adjacent to the San Jacinto fault zone on the northeast edge of San Jacinto Valley, in the vicinity of Hemet, near Salt Creek, near Romoland, northwest of Lakeview, and near Moreno. Some of these waters have specific conductance values greater than 5,500 boron concentrations as high as seven parts per million, sodium concentrations as much as 88 per cent of cations, and chloride ion concentrations as great as 45 equivalents per million. Many of these inferior waters apparently result from emanations from fault zones because of their abnormally high temperatures. Others may be due to salt accumulated by evaporation during deposition of the alluvium. Inferior waters are exemplified by the analysis for Well No. 3S/3W-14A near Moreno' and that for Well No. 5S/3W-36E near Salt Creek. As stated heretofore, sufficient data were not avail- able to permit comparison between past and recent analyses of ground water in the San Jacinto Unit. Therefore, conclusions cannot be drawn as to whether there has been progressive degradation of ground water quality because of unfavorable salt balance. However, as mentioned heretofore, there is no out- flow of ground water from the unit. Furthermore, there are local areas within the unit from which no ground water moves to other portions of the unit under present conditions. Those areas are shown on Plate 6 by ground water depressions or troughs. Both conditions are conducive to progressive accumulation of salts due to unfavorable salt balance. It may be expected that evidence of such degradation will ap- pear unless steps are taken to induce ground water outflow from the unit as a whole, and from those portions of the unit from which there is now no such outflow. Elsinore Unit. Ground waters in the Elsinore Unit are largely of good mineral quality. Analyses obtained principally during this investigation indi- cate that such satisfactory waters northwest of Lake Elsinore are of the calcium sulphate type while those southeast of the lake are of the calcium bicarbonate type. Those waters are Class 1 irrigation supplies. However, hardness of some is such that softening would be desirable for domestic and some industrial purposes. Ground waters of inferior quality for irrigation oc- cur in the Elsinore Unit in some locations in or near the bed of Lake Elsinore and in the rock structure underlying the City of Elsinore. Water from Well No. 6S/4W-21J1, southeast of the lake near Corydon Street, contained a sodium concentration of 88 per cent of the cations. Because that water resembles wa- ter of Lake Elsinore as shown in Table 24, the high sodium ratio could have resulted from ground water flowing south from beneath the bed of Lake Elsinore, from solution of salts precipitated from the lake dur- ing deposition of the valley fill, or from spill of lake water into pervious sediments in that vicinity when the lake level was high. It might also have resulted from degradation by emanations from one of the faidt zones of that area. The analysis of water from Well No. 6S/4W-6J1, which produces municipal water for the City of Elsinore, indicates a specific conductance of only 471 but a sodium ratio of 88 per cent of the cations, making it undesirable for irrigation. With a hardness of only 13 parts per million, that water would normally be considered ideal for domestic pur- poses. However, it has a sulphurous odor and, al- though not shown by the analysis in Table 25, it contains about five parts per million of the fluoride ion which exceeds the maximum of 1.5 parts per million desirable for drinking water. The relatively high temperature of that water indicates that it is degraded by emanations from one or more fault zones in the area' Water from Well No. 6S/5W-2L1, north- west of the lake, has a chloride ion concentration of 16.7 equivalents per million, which renders it a Class 3 irrigation supply. The percentage of anion constit- uents in that water closely resemble those in waters of Lake Elsinore, which probably indicates that that ground water has been degraded by Avaters from the lake or by salts of a character similar to those in lake water that occur in sediments under or near the WATER SUPPLY 43 lake. Studies of ground water hydrology previously described indicate that ground water gradients north- west of the lake are such as to permit flow of ground water outward from the lake. Historical water quality data covering the Elsinore Unit are not available in a sufficient amount to permit conclusions as to progressive degradation of ground water quality due to an unfavorable salt balance. However, there is now little or no discharge of ground water to Lake Elsinore in the manner that appar- ently occurred under natural conditions from the ground waters surrounding the lake. Thus, unless ground water outflow to the lake is induced either by raising ground water levels or by pumping water out of the peripheral ground waters, such degradation will probably occur. Lower Santa Ana Unit. Analyses of samples col- lected from numerous wells indicate that most ground waters in the Lower Santa Ana Unit are of satisfac- tory mineral quality for irrigation and, with mod- erate softening, are suitable for domestic, municipal, and industrial uses. Most ground waters in the Santa Ana Forebay fall within Class 1 or Class 2 for irri- gation supplies, having specific conductance values generally betwen 500 and 1,600. Hardness of those waters ranges from about 200 to 600. The normal good ground waters of the Santa Ana Forebay are of the calcium bicarbonate type. Ground waters of the south- ern part of the forebay adjacent to the Santa Ana Mountains are of the sodium sulphate type, while those near the San Joaquin Hills are of the sodium chloride type. Comparison of analyses of ground waters in the Santa Ana Forebay covering the period 1931 through 1933 with those for the period 1946 through 1948 in- dicates that there was a progressive degradation of such waters. There was no discernible degradation of quality of effluent seepage in the Santa Ana River in Santa Ana Canyon during the same period. Therefore, the increase in concentration of solubles in the Fore- bay is probably due in part to an unfavorable salt balance. Confined ground waters in the Santa Ana Pressure Area are generally of better mineral quality than those in the Santa Ana Forebay. The reason for this is not evident, but it may be due in part to the man- ner of ground water recharge in the Forebay and the way in which such water enters the Pressure Area. Thus high quality flood flows, contributing to such recharge, may comprise a greater proportion of the Pressure Area water supply than of total Forebay recharge. Most ground waters of the Pressure Area are Class 1 for irrigation purposes, having specific conductance values of less than 600. Hardness of these waters ranges from about 300 to 500 parts per mil- lion, and they are predominantly of the calcium bi- carbonate type. Their chemical properties remained practically unchanged between the period 1931 through 1933 and the period 1946 through 1948. At shallow depths in the Santa Ana Pressure Area, there is a body of semiperched ground water, which is seldom extracted for commercial purposes. This water contains substantial concentrations of mineral solubles and comprises a potential source of degrada- tion of the underlying high-quality confined ground waters, through the media of unplugged abandoned wells or defective well casings. Intrusion of sea water into confined fresh water aquifers near the ocean, due to depression of piezo- metric surface levels, and degradation of confined waters by oilfield brines have been of serious propor- tions and have caused abandonment of a number of wells. The United States Geological Survey reported on this condition in 1946, 1949, 1951 and 1952, indi- cating that degradation of ground water from those sources was particularly apparent in Santa Ana and Bolsa Gaps, described heretofore. That agency re- ported that in 1930 the portion of the Talbert water- bearing zone in the Santa Ana Pressure Area affected by sea water intrusion through Santa Ana Gap was about 1,900 acres and that the area of degradation extended 0.4 to 0.9 mile inland. By 1944, the degraded area amounted to 2,400 acres, and extended inland as much as 1.6 miles from the ocean. The last report of the Geological Survey, showing conditions in 1951, indicated that the degraded area covered about 3,200 acres and extended about 1.9 miles inland. In this latest report, it was indicated that the areas affected by degradation from oilfield brines originating on Huntington Beach Mesa were about 260 acres in Bolsa Gap and 405 acres in Santa Ana Gap. In 1954, the former Division of Water Resources also reported to the Santa Ana Regional Water Pollu- tion Control Board No. 8 upon oil industry wastes in Orange County. The conclusions therein that pertain to matters discussed in this bulletin are as follows: "1. Pollution of fresh water aquifers does exist in certain areas as a result of oilfield brine disposal to land. "2. Specifically, it is evident that pollution does exist at least in the upper zone of Pleistocene de- posits of the Huntington Beach mesa and in the '80-foot gravel' of the Bolsa gap adjacent to the northwest side of the Huntington Beach mesa. "3. The body of poor quality water between the coast and the Newport-Inglewood fault zone, north- west of the Bolsa gap to the Los Angeles-Orange County boundary, consists of modified ocean water. "4. The existence of highly saline water in the Santa Ana gap is largely due to ocean water intru- sion which is a result of the overdraft on the Orange County Coastal Plain ground water basins. 44 SANTA ANA RTVER INVESTIGATION "5. Land disposal of oilfield waste water of a quality better than that of underlying ground water does not constitute pollution of that underly- ing water. Further, such disposals along the Pacific Ocean's tidal estuaries in the Santa Ana gap do not constitute a significant threat of pollution to waters of the State. "6. In all other areas, disposal of oilfield brine to land constitutes a threat of pollution to under- ground waters." , Damage to ground water quality resulting from in- trusion of sea water and oilfield brines is believed to be semi-permanent because of the apparent difficulty of flushing such waters from the deeper aquifers once they have been degraded. Agencies in Orange County have recognized the seriousness of the situation and for several years have been purchasing relatively large quantities of water from The Metropolitan Water District of Southern California to spread in the fore- bay in order to raise ground water levels there and in the pressure area so that a favorable seaward piezo- metric surface gradient may be restored and a Aoay of ground water toward the ocean induced. Salt Balance The matter of salt balance is of greatest importance in Santa Ana River Basin because of the very large proportion of the available water supply that is con- sumptively used. Under this condition in several of the units and subunits of the basin, there is appar- ently insuffieent flow of ground water through and out of the areas to carry off salt entering the ground water from natural infloAv, importations, leaching of soil salts, fertilizers, sewage, and natural sources of degradation. It has been previously stated that avail- able analyses indicate the probability that unfavorable salt balance conditions now exist in the Riverside Sub- unit and in the Santa Ana Forebay. It has also been indicated that such conditions are potential in the San Jacinto and Elsinore Units because of lack of ground water outflow from those units. If such ap- parent and potentially unfavorable salt balance con- ditions are not rectified, the ground water resources of the areas will gradually deteriorate in quality until all or portions of them become unusable. Salt balance problems will become more accentuated as development of the basin proceeds. Minor outflow of ground water from subunits now having surplus water supplies would normally diminish, leaving less outflow to provide drainage of salts. Increased im- portation of water to meet growing supplemental re- quirements will introduce more salt into each part of the basin than under natural conditions. Finally with increasing use of water for municipal and indus- trial purposes, as predicted in Chapter III, a greater amount of salt will be added to the water with each successive use than when the water is used for irriga- tion. There is a need for a twofold program for anticipat- ing and eliminating salt balance problems. First, addi- tional study in greater detail than has been possible in this investigation should be made of salt balance conditions in the areas where such problems are be- lieved to exist at this time and in areas where these problems are potential. A program of continuing ob- servation and study should be set up so as to provide the means of discovering the first manifestations of unfavorable salt balance. Experience in other parts of the state indicates that apparent unfavorable salt balance conditions may continue for some time before signs of ground water quality degradation become apparent. This may be due to precipitation and stor- age of excess salts in the soil above the water table. When degradation of ground water quality has been identified, the second step should be taken. In the unit or subunit or portion thereof where degradation is occurring, outflow of the portion of the ground water experiencing degradation or of water causing the degradation should be induced by direct pumping, rearrangement of the pumping pattern, sewering of wastes, or a combination of these or similar methods. At the same time any need for supplemental water caused by increasing outflow should be met by im- portation of water. Studies under the State-wide Water Resources In- vestigation have developed the portion of The Califor- nia Water Plan designed to deliver ultimate supple- mental water requirements to the Santa Ana River Basin. Proposed conduit routes under this plan are dis- cussed in Chapter IV of this bulletin. The water qual- ity aspects of the proposal are discussed briefly in this section. First it was assumed that water flowing into the Lower Santa Ana Unit in the Santa Ana River at Prado Dam should have a concentration of total dis- solved solids not greater than 800 parts per million and that imported water would contain 400 parts per million of dissolved solids. Then approximate water and salt routings for subdivisions of the Upper Santa Ana Unit were made to estimate amounts of supple- mental water that should be spread for ground wafer recharge in each area to meet supplemental water requirements, to maintain overall salt balance in each subdivision, and to maintain the aforesaid minimum quality of flow past Prado Dam. These studies demon- strated the importance of delivering the best quality of supplemental water possible into the upper units of the Santa Ana River Basin in order to minimize requirements for excess importations for purposes of salt balance. For example, if the concentration of total dissolved solids in supplemental water supplies were assumed to be 650 parts per million instead of 400 parts per million the amount of supplemental water required for salt balance would be increased three- fold. tiCMHP 3 : -^.**- ST teS?n i .- SsSSfefEr 3 * •>7 I ' '11 i " i. — - rs* ^"^8^5 W"« Kssssdbmp e£~ Newport Bay ". . . fhe San/a Ana R/Ver 8as/n enjoys an equable climate that may be classed as 'Mediterranean' CHAPTER III WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS The nature and extent of water utilization and re- quirements for supplemental water in the Santa Ana River Basin are considered in this chapter. The his- tory of development and use of both underground and surface waters are described, as well as existing works for the control, conservation, and use of the available water resources. Base-period, 1948, and probable ulti- mate water utilization are evaluated, as well as re- quirements for supplemental water under 1948 and probable ultimate conditions of development. In con- nection with the discussion the following terms are used as defined : Water Utilization — This term is normally used in a broad sense to include all employments of water by nature or man, whether consumptive or noncon- sumptive, as well as irrecoverable losses of Avater incidental to such employment, and is normally synonymous with the term "water use." In this report "water utilization," when estimated quan- titavely, is taken to mean "consumptive use," as hereinafter defined, except with reference to the Santa Ana Pressure Area where it is taken to mean "applied water." Supplemental Water Requirement — The additional water needed to provide for all beneficial consump- tive uses of water and for irrecoverable losses inci- dental to such use over and above the safe yield of the Avater supply. Safe yield, as considered in this connection, is that level of Avater utilization by man that may be sustained without progressive loAvering of ground Avater levels over a period of mean Avater supply and climate. Factors which influence safe yield such as economic pumping lifts, cyclic storage capacities of ground water bodies, and criteria per- taining to maintenance of water quality are con- sidered only qualitatively in this chapter. Consumptive Use of Water — This refers to Avater consumed by vegetative growth in transpiration and building plant tissue, and to Avater evaporated from adjacent soil, from Avater surfaces, and from foliage. It also refers to Avater similarly consumed and evap- orated by urban and nonvepetative types of land use. Applied Water — The Avater 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, plus losses incidental to such deliveries. It does not include direct precipitation. Ultimate — This is used in reference to conditions after an unspecified but long period of years in the future when land use and water supply develop- ment will be at a maximum and essentially stabi- lized. Water utilization in the Santa Ana River Basin Avas estimated by the application of appropriate unit con- sumptive use or applied Avater factors to land use pat- terns for the periods concerned. The aA^erage base- period and 1948 land use patterns Avere determined from survey data, and the probable ultimate pattern was projected from the 1948 pattern on the basis of land capabilities and indicated trends of development. Supplemental requirements for water Avere evaluated from the hydrologie equation as importations needed to sustain both 1948 and probable ultimate levels of Avater utilization under conditions of mean Avater supply. AVater utilization is considered and evaluated in this chapter under the general headings "History of Water Supply DeA'elopment," "Present Water Devel- opment Works," "Land Use," "Unit Use of Water," "Base-period and 1948 Water Utilization," and "Probable Ultimate Water Utilization." Supple- mental water requirements are similarly treated un- der the tAvo general headings "1948 Supplemental Water Requirements" and "Probable Ultimate Sup- plemental AVater Requirements." WATER UTILIZATION Utilization of the Avaters of the Santa Ana River Basin for beneficial purposes began early in the nine- teenth century. This use historically has been largely for irrigated agriculture. AVater utilization by urban types of development, including industries, has been relatively small but has grown significantly in recent years. It is considered probable that under ultimate conditions of development a larpe percentage of val- ley floor lands and substantial hill areas will require water seiwice either for irrigation or for urban use. History of Water Supply Development DeA'elopment of the water resources of the Santa Ana River Basin has followed two more or less inde- pendent lines: utilization of surface Avaters and utili- zation of ground waters. The first recorded use of surface streams Avas by the mission fathers, who di- verted the floAv of the Santa Ana River in Santa Ana Canyon as early as 1810. In 1821 the Roman Catholic (47 ) 48 SANTA ANA RIVER INVESTIGATION Church also built a mission near the present location of Redlands, and water for irrigation and domestic use on the mission property was conveyed through the Zanja from Mill Creek. Following the secularization of mission lands in 1833, land grants were made by the Mexican Government to influential citizens. Use of water by these grantees was not great, as the agri- cultural economy was largely confined to the grazing of cattle for hides and tallow. However, by 1850 addi- tional diversions had been made from the Santa Ana River below the present location of Colton, and in Santa Ana Canyon, and from San Antonio Creek. The first mentioned ditch was constructed to carry water for mill power, but all were eventually employed for irrigation purposes. Mormons from Salt Lake City settled in the Santa Ana River Basin in the early 1850 's, purchasing land in Upper Santa Ana Valley and acquiring rights to the Mill Creek flow formerly owned by the mission fathers. Those settlers also diverted water for irri- gation from the Santa Ana River north of the present location of Redlands, and from Lytle Creek west of the area now occupied by San Bernardino. Warm Creek was first utilized about 1858, when Edward Daley and others began irrigating land near the pres- ent location of Colton. A colony which later became the City of Anaheim was founded in Lower Santa Ana Valley in the 1850 's, obtaining water from the Santa Ana River in Santa Ana Canyon. The canal serving this tract was subsequently incorporated into the Anaheim Union Water Company system. The Trujillo Ditch, built in 1862, and a canal constructed in 1870 to serve the settlement which later was to be- come the City of Riverside, were forerunners of the present Riverside Canal. Also in the 1870 's, the Chap- man Ditch, forerunner of the Santa Ana Valley Irri- gation Company canal, and ditches diverting Santiago Creek flow were built in the valley area of the Lower Santa Ana Unit. In 1873, the navel orange tree was introduced to the Santa Ana River Basin from Brazil. A significant shift of agricultural emphasis, from the raising of grain, vines, and deciduous fruit trees to the culture of citrus groves, followed the discovery that the en- vironment of the basin favored the growth of these trees The first of the transcontinental railroads pass- ing through the basin, constructed later in the 1870 's, provided the western produce more ready access to- eastern markets. The resulting rapid expansion of citrus groves was largely responsible for greatly ac- celerated water supply development in the 1880 's. Most of the canal systems constructed up to that time had been built up gradually, beginning with small earthen ditches. The high degree of activity in the decade following 1880 produced some relatively large- scale projects. Bear Valley Dam, completed in 1884, was the first storage project constructed during this period. The Gage Canal, started in 1885, was the first important development in the basin to have concrete- lined canals. In the San Jacinto Unit during this dec- ade there was a change from water use chiefly for domestic and stock-watering purposes to widespread irrigation of orchards and other crops. The principal project in this period was Lake Hemet Reservoir, com- menced on the South Fork of the San Jacinto River in 1887. Water developments of the 1890 's included both irrigation and hydroelectric power projects. The most notable was the construction of works to convey water from Big Bear Lake (Bear Valley Reservoir) to Per- ris Valley for irrigation. This project was completed in 1892, but was soon abandoned due to an insufficient water supply during the severe drought beginning in 1894. In this decade electric power plants were con- structed on San Antonio and Mill Creeks and on the Santa Ana River. The initial San Antonio Creek power development, completed in 1892, was notable since it was the first in California and the second in the United States to generate single phase alternating current electricity for long-distance transmission. The initial installation on Mill Creek, completed in 1893, similarly was the first polyphase alternating current generator in California and the second in the United States. A number of important water supply works util- izing surface waters have been constructed in the Santa Ana River Basin in the twentieth century. Big Bear Lake was enlarged to a capacity of 72,400 acre-feet in 1911. Railroad Canyon Reseiwoir on the San Jacinto River at the western edge of the San Jacinto Unit was constructed in 1928. This devel- opment replaced wells formerly operated by the Temescal Water Company at Romoland in the San Jacinto Unit. Puddingstone Reservoir in the extreme northwest part of the Upper Santa Ana Unit was completed in 1928 by the Los Angeles County Flood Control District. In addition to local runoff, this reservoir receives flood waters from San Dimas Creek in the San Gabriel River area. Water is released for irrigation near San Dimas, also in that stream system. Santiago Reservoir was constructed by the Irvine Company and Santiago Creek water users in 1931 to conserve flood water for the irrigation of land north- east of Orange and on the Irvine Ranch southeast of Santa Ana. The most notable recent surface water supply de- velopment affecting the Santa Ana River Basin was the construction of an aqueduct from the Colorado River by The Metropolitan Water District of South- ern California. The project was commenced in 1933 and the imported water was first delivered to cities in the Lower Santa Ana Unit in 1941. Artesian wells were the earliest means of utilizing ground water in the Santa Ana River Basin. This WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 49 type of development was initiated about 1868 in the basin above Bunker Hill Dike. Most of the earlier wells were for domestic supply although a number had larger diameter casings for irrigation use. In the 1870 's, the Riverside Water Company drilled artesian wells to increase the flow of Warm Creek for down- stream diversion. Wells were also put down by the Riverside Development Company about 1879 to supply the City of Riverside. The Gage Canal was the first large-scale project to be largely dependent on ground water from artesian wells in this basin. Dis- covery of artesian wells in the San Jacinto pressure area, northwest of San Jacinto, started ground water development in the San Jacinto Unit. Utilization of ground waters by pumping was com- menced in the 1890 's. This practice provided the means for wide expansion of the irrigated area in the basin. By 1912 it was estimated that irrigated areas amounted to about 136,400 acres in the Upper Santa Ana Unit, 23,100 acres in the San Jacinto Unit, 1,500 acres in the Elsinore Unit, and 51,000 acres in the Lower Santa Ana Unit. As ground water pumping increased and ground water levels declined, the need for enhancing recharge became apparent. Spreading of water on alluvial cones to aid replenishment of ground water basins was first practiced on San Antonio Creek in 1895. Spreading of Santa Ana River water on the surface of alluvium northeast of Redlands was begun in 1911. Subsequently, spreading works have been in- stalled near the mountains both on major streams and on several minor watercourses in San Bernar- dino, Riverside, and Los Angeles Counties. In 1931 Orange County started spreading water in the bed of Santa Ana River from Yorba Bridge to Santa Ana. This county has also used recharge wells to supple- ment natural ground water replenishment. Present Water Development Works Existing water development works in the Santa Ana River Basin include both conservation and dis- tribution facilities which are operated in the main part by mutual water companies or public utilities. However, some are managed by public districts or other political subdivisions of the State. Surface storage developments constitute an impor- tant artificial method of conserving stream flow for beneficial uses in the Santa Ana River Basin. Several reservoirs are operated primarily for flood control, but some conservation is accomplished as a secondary benefit in most of these. There are now 12 major reser- voirs in the basin and a number of smaller reservoirs used for regulation in canal systems. Table 26 pre- sents statistics concerning the principal surface reser- voirs in the basin. Their locations are indicated on Plate 11 entitled "Major Existing and Potential Water Supply Developments." Spreading grounds are operated on most major streams and on a number of minor streams in the Santa Ana River Basin. These constitute an important means of conserving water by augmenting percola- tion to underground storage. Such storage supple- ments surface reservoirs or provides conservation where surface units do not exist. Descriptions of the principal spreading grounds appear in Table 27. There are approximately 400 organized water serv- ice agencies in the Santa Ana River Basin. As previ- ously stated, water delivered by these organizations is TABLE 26 PRINCIPAL WATER CONSERVATION AND FLOOD CONTROL RESERVOIRS IN SANTA ANA RIVER BASIN Stream Name Owner Design capacity, in acre-feet Year com- pleted 104,000 1938 72,000 25,000 1911 1931 14,000 1895 12,000 1,000 1928 1914 17,190 1928 228 1922 614 1928 223,000 1941 754 1941 9,280 1956 Use Cajalco Creek_ Bear Creek Santiago Creek. South Fork, San Jacinto River San Jacinto River Mockingbird Canyon Puddingstone Creek-. Liveoak Creek Thompson Creek Santa Ana River East Fullerton Creek San Antonio Creek Lake Mathews Big Bear Lake Santiago Reservoir Lake Hemet Railroad Canyon Reservoir Mockingbird Canyon Res- ervoir Puddingstone Reservoir Liveoak Reservoir Thompson Reservoir Prado Flood Control Basin Fullerton Flood Control Basin San Antonio Dam Metropolitan Water District of South- ern California Bear Valley Mutual Water Company. Irvine Company, Carpenter Irrigation District, Serrano Irrigation District Lake Hemet Water Company Temescal Water Company Gage Canal Company Los Angeles County Flood Control Dis- trict Los Angeles County Flood Control Dis- trict Los Angeles County Flood Control Dis- trict Corps of Engineers, United States Army Corps of Engineers, United States Army Corps of Engineers, United States Army Terminal storage and water conserva- tion Water conservation Water conservation Water conservation Water conservation Equalizing storage and water conser- vation Flood control and water conservation* Flood control and water conservation Flood control and water conservation Flood control Flood control Flood and debris control Receives flood flow diversions from San Dimas Creek. 50 SANTA ANA RIVER INVESTIGATION TABLE 27 PRINCIPAL SPREADING GROUNDS IN SANTA ANA RIVER BASIN Stream Method of spreading Approximate area, in acres Santa Ana River near Redlands Mill Creek ... Basin and ditch Basin and ditch Basin and ditch Basin . . Basin Basin Ditch 3,000 500 12 10 Waterman and East Twin Creeks .. 400 200 1,100 800 Basin and ditch Basin and ditch Basin and ditch Ditch 100 Cucamonga Creek. San Antonio Creek. Thompson Creek . 1,000 1,100 10 50 Santa Ana River near Anaheim Basin and ditches in natural stream 800 obtained from stream flow, from ground water, or imported from outside the basin. Much of the irriga- tion water and some domestic water deliveries are made by mutual water companies. Both domestic and irrigation requirements of other areas are supplied by public utilities or by the water departments of municipalities. A few irrigation districts operate in the Upper and Lower Santa Ana Units, but are less important than the foregoing types of agencies. De- scriptions of the major water service agencies in the Santa Ana River Basin, under approximately 1948 conditions, are given in Table 28. The agencies listed in this table are those serving agricultural areas of 2,000 acres or more and those furnishing municipal water. In addition to water distributed by organized agen- cies, both domestic and irrigation supplies are pumped from ground water by many individuals. The total number of wells in the Santa Ana River Basin is believed to be in the order of 10,000. This includes installations of the agencies previously described. Land Use As a first step in estimating amounts of consump- tive use of water or amounts of applied water in the Santa Ana River Basin during the base periods and with 1948 water supply developments, determinations were made of the nature and extent of land use pre- vailing under these conditions. Similarly, the probable nature and extent of ultimate land use as related to water utilization was forecast on the basis of a field reconnaissance survey to estimate the portion of un- developed land susceptible of agricultural or urban development. Base-period and 1948 Land Use. Land use sur- veys in the Santa Ana River Basin have been made in the past by several agencies. The Division of Water Resources conducted surveys in the Upper and Lower Santa Ana Units in 1932 and 1942. During the afore- mentioned San Jacinto Hydrographic Investigation in 1922, the State mapped irrigated areas in the San Jacinto and Elsinore Units. The Division of Water Resources determined the extent of irrigated areas in the San Jacinto Unit in 1927, and in 1939 the Division of Irrigation, Soil Conservation Service, United States Department of Agriculture also made a detailed sur- vey of land use in that unit. A comprehensive land use survey in the Santa Ana River Basin was con- ducted under the present investigation in 1948. Re- sults of this survey, which covered all land use classifications on the valley floor and irrigated or urban classifications on hills are presented in Ap- pendix G to this bulletin. Data available from the foregoing surveys, together with supplemental information, were sufficient to esti- mate average land use patterns in the units of the basin during the chosen base periods. In the Upper and Lower Santa Ana Units average areas of land use classes during the 11-year base period were con- sidered equivalent to those determined in the 1932 survey in accordance with the procedure followed in preparation of Bulletin No. 53. In the San Jacinto and Elsinore Units annual estimates of crop acreages made by the Agricultural Commissioner of Riverside County were used in conjunction with available data from field surveys, to compute the average crop pat- tern prevailing during the chosen base periods. Summaries of base-period and 1948 land use in the Santa Ana River Basin are presented in Table 29. To simplify presentation and to permit application of unit consumptive use of water and unit applied water factors presented in Bulletin No. 53, gen- eral agricultural land use classes shown in that bulletin were used in Table 29. Areas of agricultural land use classes described in that table are gross areas including developments such as roads and canals. The urban classes under 1948 conditions of development are treated in greater detail in this bulletin than in Bulletin No. 53. The areas of urban land uses given in Appendix G reflect modifications of the original field survey data to show the estimated net areas of the classifications within property lines and the por- tions of street or road rights of way comprising pav- ing, lawns, and bare earth. The land use areas are presented under the headings "Valley and folded area" and "Hill area." "Folded areas" are those portions of the Upper and Lower Santa Ana Units which are hills from the standpoint of topography, but which are composed of water-bearing sediments and are included as portions of the ground water basins. Locations of irrigated and urban areas in the Santa Ana River Basin in 1948 are shown on Plate 12, entitled "1948 and Probable Ultimate Land Use." The most significant trends of development in the Santa Ana River Basin indicated in Table 29 are the Water spreading grounds 'Surface runoff is important economically storage . . ." as the largest natural contributor to ground water 52 SANTA ANA RIVER INVESTIGATION TABLE 28 PRINCIPAL WATER SERVICE AGENCIES IN SANTA ANA RIVER BASIN Agri- Num- Agri- Num- Agency Type of Type of service domestic Agency Type of Type of service domestic organization service area, in acres a serv- ices" organization service area, in acres a serv- ices' Orange County Riverside County — Cont. City of Anaheim Municipal Domestic 4,764 West Riverside Canal Com- Commercial . _ Irrigation 7,200 Anaheim Union Water Com- Mutual . Irrigation . ._ 8,500 pany pany Western Municipal Water Municipal Sells at whole- Coastal Municipal Water Municipal Sells at whole- b b District sale District sale h 4,808 18,570 7,600 domestic Company Metropolitan Water District Metropolitan . Sells at whole- b b Bloomington County Water Public district. Domestic . 160 of Southern California sale District 6,800 1,671 Newport Heights Irrigation Irrigation Irrigation and 60 2,397 Chino Basin Municipal Municipal Sells at whole- District domestic Water District sale 3,541 Irrigation 4,774 Orange County Municipal Municipal Sells at whole- Company of Bloomington 4,181 Santa Ana Valley Irrigation Mutual Irrigation 15,800 Cucamonga. Water Com- Mutual Domestic and 4,000 600 Company pany irrigation 15,418 83 1,035 Southern California Water Commercial . . Domestic 4,452 Fontana Union Water Com- Mutual. Irrigation. 12,500 Company pany Tustin Water Works. _ Commercial . . Domestic and irrigation 14 1,375 i Lytle Creek Water and Im- provement Company Mutual . Irrigation 3,200 Yorba Linda Water Com- Mutual .- Domestic and 2,540 530 Metropolitan Water District Metropolitan . Sells at whole- b ti pany irrigation of Southern California North Fork Water Com- Mutual sale Irrigation 3,200 Riverside County pany b 2,101 b l,817 7,783 6,655 Corona City Water Company East Riverside Water Com- Public Utility. 2,899 City of Rialto 1,152 Mutual. . Irrigation _ 3,350 Riverside Highlands Water (See Riverside County) pany Company Eastern Municipal Water Municipal Sells at whole- City of San Bernardino Municipal Domestic 20,699 District sale San Bernardino Valley Mu- Municipal Sells at whole- 917 Fruitvale Mutual Water Mutual. Irrigation 5,368 San Antonio Water Com- Mutual _ Domestic and 4,000 140 Company pany irrigation Gage Canal Company Mutual . Irrigation 6,394 Southern California Water Commercial . . Domestic. 3,051 Lake Hemet Water Com- Commercial . . Irrigation and 2,490 Company pany domestic South Mesa Water Com- Mutual .. Domestic and 2,000 725 Metropolitan Water District Metropolitan . Sells at whole- i> b pany irrigation Municipal Mutual 2,794 Mutual Water Company of Mutual Domestic and 4,000 450 Western Heights Water Domestic and 1,350 625 Glen Avon Heights irrigation Company irrigation Nuevo Water Company Mutual . Domestic and irrigation 2,000 220 Yucaipa Water Companv No. 1 Mutual . .. Domestic and irrigation 1,000 1,600 Orange Heights Water Com- Mutual Domestic and 2,500 800 pany irrigation Los Angeles County 620 1,230 Perris Valley Irrigation Mutual.. .. Domestic and 3,200 56 Metropolitan Water District Metropolitan . Sells at whole- b b Company irrigation of Southern California sale Mutual 2,000 225 M0.417 Company irrigation Pomona Valley Municipal Municipal Irrigation . >>8,500 Riverside Water Company . Mutual . Irrigation 8,700 Water District 14,757 Mutual b 2,800 City of San Jacinto. Municipal Domestic 770 Southern California Water Commercial . _ Domestic and b 1,070 i>69,491 Temescal Water Company.. Mutual .. Irrigation 5,000 Company (in Claremont) irrigation ■ Approximate conditions as of 1948. 11 Portion outside Santa Ana Hiver Basin. almost universal increases of areas devoted to irri- gated grasses and alfalfa and to urban development. In the basin as a whole, areas of irrigated grasses and alfalfa increased from an average of some 31,700 acres during the base periods to about 35,700 acres under 1948 development. This growth was largely in acre- ages of irrigated grasses. At the same time the area of urban land use increased from about 49,400 acres to 84,600 acres. Areas devoted to deciduous orchards decreased in all but the Elsinore Unit. In the basin as a whole, acreages of these crops declined from an average of some 46,300 acres during the base periods to about 34,100 acres under 1948 conditions. Acreages of garden and field crops, and avocado and citrus groves decreased in some parts of the basin and in- creased in others during the foregoing interval, but from a basin-wide standpoint remained relatively con- stant. 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J : : i : 2 ^ : "3 e *s li si *d 0) H-> 03 W .J iJ > •r o C '*> — ■3 S c3 "O -2 -' • $ « rt -g £ ^cqo^cuqhCc;cc;>cc! 3 bC j? a a, o ^ > rt "5 *"; i- 2 JO 3 CO | ^ o a • £ -~ ■- C d ; J fe-c ;c«cc~8.2f |.S» . -o «i ^ c _ fc d££ 3 -£"^"iS2'S «do"2ddCDCDd30 jamoMacc;^; P *3 >> S a I 2 CD k. O 3 CO CO "d O H «. d > cj S: o rf X U J3 ■»0- 0.37 Bunker Hill Subunit 1.46 2.81 2.39 3.85 1.50 0.50 1.30 b 0.50 0.74 7.14 3.00 0.50 1.71 1.14 1.30 0.66 1.50 4.12 1.28 —0.23^ —0.93 —0.69 1.57 —0.93 0.28 —0.29 —0.13 .... Riverside Subunit 1.47 2.69 2.41 3.87 1.11 0.50 1.26b 0.50 0.71 7.14 3.00 0.50 1.71 1.14 1.00 0.60 1.11 3.93 0.57 1.82 1.54 2.87 0.42>> -0.40 -0.19 6.24 2.10 -0.40 0.81 0.24 0.10 -0.30 3.03 Chino Subunit 1.42 2.50 2.32 3.05 1.39 0.50 1.13 b 0.50 0.73 7.14 3.00 0.50 1.71 1.14 1.35 0.67 1.39 4.07 0.31 1.11 1.20 1.93 -0.04* -0.60 -0.36 6.04 1.90 -0.60 0.61 0.04 0.25 2.97 San Jacinto Unit 1.41 2.62 2.32 3.83 1.31 0.50 1.09t> 0.50 0.71 7.14 3.00 0.50 1.71 1.14 1.10 0.62 1.11 4 03 0.28 1.49 1.19 2.70 -0.16* -0.63 -0.42 6.01 1.87 -0.63 0.58 0.01 -0.03 -0.51 Elsinore Unit 1.52 2.82 2.49 4.11 1.41 0.54 1.19* 0.50 0.72 7.14 3.00 0.50 1.71 1.14 1.18 0.64 1.19 4.83 0.38 1.68 0.11" -0.64 -0.41 6.00 1.86 -0.64 0.57 0.04 Lower Santa Ana Unit Santa Ana Forebay 1.32 1.92 1.72 2.52 0.92 0.50 1.03* 0.42 0.58 7.02 2.50 0.42 1.42 0.95 0.87 0.50 0.92 4.05 0.72 0.86 b 1.30 -0.78 0.22 Santa Ana Pressure Area » 0.93 1.30 0.80 1.80 1.60 ■ Measured as unit applied water. 11 Weighted average unit value for all urban classes during base periods. ' Units with negative sign indicate a decrease in consumptive use when native vegetation is replaced by urban land use vm:*?.'-' I 1 Lower Santa Ana Unit 'Water utilization by urban types of development cantly in recent years/' . has been relatively small but has grown signifi- CO SANTA ANA RIVER INVESTIGATION in the right hand column of Table 31. Although esti- mates of unit applications of water on urban lands in the Santa Ana Pressure Area were unnecessary, be- cause total applications were largely measured, the weighted average unit value derived from the records is also presented, for convenience, in Table 31. Unit values of consumptive use and applied water for broad land use categories under conditions of ulti- mate development in the Santa Ana River Basin were computed largely from the foregoing unit values for base period and 1948 conditions. Probable ultimate weighted average values for irrigated crops were com- puted by dividing the estimated 1948 total consump- tive use or applied water on such crops by correspond- ing total areas, under the assumption that the ultimate percentage distribution of crops in this category will be the same as in 1948. Unit values of consumptive use of water on vacant and waste lands were derived in the same manner as for irrigated lands. Similarly probable ultimate unit use of water values for the urban category in the San Jacinto and Elsinore Units were taken as the weighted averages of 1948 values because no changes in patterns of urban land use were assumed. In the Upper and Lower Santa Ana Units, however, substantial changes in the patterns of urban land use were predicted for ultimate development conditions. The forecast ultimate urban land use pattern in those units was based upon the previously cited report by the Regional Planning Commission of Los Angeles and information from the State-wide Water Resources In- vestigation. This probable ultimate urban land use pattern in the Upper and Lower Santa Ana Units, segregated with respect to the principal types of urban development, is shown in Table 32. Those per- centages of land use were used to weight correspond- ing unit consumptive use and applied water values given in Table 31 or obtained from other sources. Estimated probable ultimate unit values of con- sumptive use and applied water, derived as explained in the foregoing paragraphs, are presented in Table 33 by broad land use classes for the units and subunits of the Santa Ana River Basin. Base-Period and 1948 Water Utilization The total amounts of base-period and 1948 water utilization in the Santa Ana River Basin were esti- mated by multiplying the acreage of each class of land use in each unit or subunit by its appropriate unit value of water utilization, presented heretofore, and summing the products. With exception of the Santa Ana Pressure Area, water utilization in the basin was measured as total consumptive use of water, including precipitation. Water utilization in the Santa Ana Pressure Area was taken as the amount of ap- plied water in that area. Amounts of applied water in the Santa Ana Pres- sure Area during the 11-year base period and under TABLE 32 PROBABLE ULTIMATE LAND USE PATTERNS IN URBAN AREAS OF UPPER AND LOWER SANTA ANA UNITS (In per cent) Type of urban development Upper Santa Ana Unit Lower Santa Ana Unit Single-family residence M ultifamily residence 46.8 1.5 4.5 5.8 3.0 8.4 4.0 1.0 25.0 45.8 1.5 4.5 Industry 7.8 3.0 7.4 4.0 Other urban uses Streets*. 1.0 25.0 100.0 100.0 Including all ureas within stied lights of way. TABLE 33 ESTIMATED PROBABLE ULTIMATE UNIT VALUES OF SEA- SONAL CONSUMPTIVE USE OF WATER IN SANTA ANA RIVER BASIN (In feet of depth) Unit and subunit Urban Irrigated agricul- ture Vacant Waste VALLEY AND FOLDED AREA Upper Santa Ana Unit 1.75 1.75 1.75 1.75 1.25 2.49 2.77 2.64 2.26 2.26 1.38 1.31 1.03 1.36 1.11 1.48 1.32 1.73 1.78 San Jacinto Unit . 1.00 Elsinore Unit 1.31 2.6ft 1.25 3.60 Lower Santa Ana Unit Santa Ana Forehay 1.63 2.64 1.85 1 . 56 0.88 1.26 Santa Ana Pressure Area* HILL AREA Upper Santa Ana Unit San Timoteo Subunit Bunker Hill Subunit. _ Riverside Subunit 0.33 0.43 0.72 0.45 0.14 1.25 1.40 1.61 0.94 1.12 —0.04 0.20 — - Chino Subunit _ _ San Jacinto Unit. . Elsinore Unit 1.G0 Lower Santa Ana Unit Santa Ana Forebay Santa Ana Pressure Area* 0.68 2.61 0.89 1.50 -0.11 * Measured as applied water. 1948 conditions of development were estimated par- tially from records of ground water pumping draft and records of importations of water. Such amounts of applied water in that area, measured as water served by organized agencies, are given in Table 34. The remaining quantities of applied water in the Santa Ana Pressure Area were estimated by multiply- ing areas of land use classes, not covered by metered WATER UTILIZATION' AND SUPPLEMENTAL REQUIREMENTS 61 TABLE 34 AEASURED QUANTITIES OF WATER SERVED BY ORGAN- IZED AGENCIES IN SANTA ANA PRESSURE AREA (In acre-feet) Item •plications of ground water extractions 1 " Laguna Beach Newport Beach _ Kullerton Santa Ana Seal Beach Sunset Beach Buena Park Southern California Water Company Cypress Huntington Beach . Los Alamitos Stanton Newport Heights Irrigation District Standard Oil Company, Huntington Beach. McCallen Refining Company Holly Sugar Company Holly Oil Company Newport Mesa Irrigation District Fairview Farms Water Company . Homcwood Mutual Water Company Subtotals. pplications of water imported by The Met- ropolitan Water District of Southern Cali- fornia pplication of water imported from Santa i Ana Forebay Totals. Base period average a 060 920 •2,150 10 50 90 20 1,040 30 20 850 210 20 1,380 10 370 850 60 8,740 2,320 11,060 150 2,570 530 510 330 140 460 120 140 80 1,280 350 40 440 80 350 100 7,670 4,500 '2,280 14.450 IBhsc period, 1927-28 through 1937-38. Includes system losses. hicrage of imports 1941-42 to 194G-47. eliveries, by unit values of applied water. Estimates ;f total quantities of applied water in the Santa Ana i'ressure Area during the 11-year base period and nder 1948 conditions, so derived, are shown in 'able 35. Estimated total seasonal water utilization in the units and subunits of the Santa Ana River Basin during the base periods and under 1948 conditions of development are presented in Table 36. Probable Ultimate Water Utilization Estimated water utilization in the Santa Ana River Basin under probable ultimate conditions of develop- ment was determined by applying appropriate unit values of water use to areas of projected land use. As with base-period and 1948 water utilization, these estimates comprise applied water in the Santa Ana Pressure Area and consumptive use of water, in- cluding precipitation, in the remainder of the basin. The estimates are summarized by units and subunits of the basin in Table 37. SUPPLEMENTAL WATER REQUIREMENTS The previously presented data, estimates, and dis- cussion regarding water supply and utilization in the Santa Ana River Basin indicate that 1948 and prob- able future water problems of the basin are largely those connected with ground water and that their effects are related both to irrigated agriculture and to urban development. Such ground water problems, including those created in various portions of the basin by progressive lowering of water levels and degradation of mineral quality of ground water, may be eliminated or prevented if adequate supplemental water supplies are made available and utilized in the basin. As previously defined, requirement for supple- mental water refers to the amount of water, over and above the sum of safe ground water yield and safe surface water yield, which must be developed to sat- TABLE 35 ESTIMATED SEASONAL QUANTITIES OF APPLIED WATER IN SANTA ANA PRESSURE AREA urce of both water pumped for lands overlying that rea and water pumped from confined aquifers in le Santa Ana Pressure Area. It was further assumed lat change in ground water storage during the 11- >ar base period took place only in the Santa Ana orebay, with confined aquifers in the Pressure Area jmaining fully saturated, and that clay capping beds i the Pressure Area would prevent all unconsumed iplicd water and precipitation from reaching the iidcrlying confined aquifers. Under these premises, ?rivation of items of water supply and disposal re- tired to estimate supplemental water requirements the Lower Santa Ana Unit from change in ground ater storage in the Santa Ana Forebay during the ise period are as follows: (1) the portion of applied ater in and exports from the Santa Ana Pressure rea originating as ground water pumping, (2) iiderflow in the confined aquifers across the bounda- es of the Santa Ana Pressure Area, other than sub- Irfaee inflow from the Santa Ana Forebay, and (3) 1 items of water supply and disposal applying to \e Santa Ana Forebay except underflow to confined juifers in the Santa Ana Pressure Area. Item (1) as taken to include deliveries of water in the Santa na Pressure Area by The Metropolitan Water Dis- liet of Southern California in order to compute the tal supplemental water requirement under 1948 nditions because such deliveries had replaced a por- on of the ground water extractions needed to supply k-48 developments. Otherwise, importations of Colo- do River water were omitted from water supplies . indicated heretofore. Derivation of the supple- lental water requirement in the Lower Santa Ana nit under 1948 conditions of water supply develop- lent and utilization is indicated in Table 41. Historical and potential degradation of the mineral uality of confined ground water in the Santa Ana ressure Area due to sea-water intrusion, discussed i Chapter II, suggest modifying criteria for deter- fenation of supplemental water requirements in the . Aver Santa Ana Unit. Ground water elevations in je Santa Ana Forebay, and the pattern and amount < pumping draft in the Pressure Area should be sch that a sufficient average seaward slope of the jezometric surface in the aquifers is maintained dur- Ig all seasons to overcome the density differential l'tween sea water and fresh water and to provide a nail minimum outflow of confined ground water ■ward the ocean. In accordance with the present iliey of the agencies in Orange County that purchase dorado River water for ground water replenishment I substitution for ground water pumping, importa- •ns should be made at a greater rate than the afore- lid 1948 seasonal supplemental water requirement itil such time as ground water levels are raised to e minimum elevations required for maintenance of e aforementioned subsurface outflow. Thereafter the TABLE 41 ESTIMATED 1948 MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT IN LOWER SANTA ANA UNIT (In acre-feel) Base Mean DifTer- Item period 1948 Differ- aver- condi- ence age : < tions Average seasonal ground water storage decrement in Santa Ana Forebay during base period 17.800 17 800 Items tending to increase the decrement Santa Ana Forebay 1 ' Surface outflow 24,700 22,100 2 61 ii ) Export of sewage 3,300 7,400 4,100 Consumptive use 156,700 162,200 5,500 Santa Ana Pressure Area 84,000 90 600 6 000 Subsurface outflow . 600 1,500 1,500 —600 Export of water Subtotal to be added . . . 13 900 Items tending to decrease the decrement Santa Ana Forebay Precipitation 118,700 124,700 6,000 Surface inflow _ . 104,100 104,000 — 100 Import ._. 300 300 Subsurface inflow _ _ 2,400 2,400 Subtotal to be subtracted 5,900 1948 MEAN SEASONAL SUPPLE- MENTAL WATER REQUIRE- MENT __ 25 800 » 11-year base period, 1927-28 through 1937-38. 11 Amounts of exported water and subsurface outflow from Sa'ita Ana Forebay accounted fur in quantities of applied water in Santa Ana Pressure Area. ' Imported quantities of Colorado River water not included. seasonal rate of importation should be regulated so as to maintain these minimum elevations, but should never be less than the 1948 supplemental water re- quirement plus any subsequent increases in water requirement. The desirable minimum ground water elevations in the Santa Ana Forebay could be deter- mined by observing direction of movement of the high salinity front at locations such as Santa Ana Gap for various elevations of the water table and for other pertinent conditions. The pattern of pumping draft in the Santa Ana Pressure Area, as well as elevation of the water table in the Santa Ana Forebay, influences the magnitude and direction of the piezometric surface slope near the Newport-Inglewood fault zone. Generally speak- ing, for a certain condition of ground water elevation in the Forebay and with a given total pumping draft in the Pressure Area, the elevation of the piezometric surface near the Newport-Inglewood fault zone would tend to be lower if the pumping draft were concen- trated near that zone than it would be if the draft were concentrated near the edge of the Forebay. Therefore it would be desirable, in so far as possible, to substitute imported waters for those waters pumped from confined aquifers in the coastward portion of the Pressure Area and eventually in a large part of the Pressure Area. This would have the advantage of 66 SANTA ANA RIVER INVESTIGATION z LU LU — ID o LU ac n P Z z < LU n < Z3 CO CO C£ II 1 < Q- Q. Z r> O II CO < o III CO CO h- Z Z < => LU CO ? 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Lower ground water elevations in lie Santa Ana Forebay at the ends of drought periods ould result in creation of additional usable storage [pace for filling during wet periods, with resultant Auction in waste to the ocean. Ultimate Supplemental Water Requirement : Probable ultimate supplemental water requirements 1 units of the Santa Ana River Basin were derived r those importations from sources beyond the bound- ries of the Santa Ana River Basin which would be ■quired in order to prevent progressive lowering of round water levels under conditions of probable Itimate water supply development and water utiliza- ion, with mean local water supplies, and with other vdrologie conditions as estimated. Delivery and liti- gation of the derived supplemental water require- ments in each unit of the basin would assure an ade- qate water supply for lands now receiving water jr irrigation or urban uses, as well as for those lands ssceptible of development but not presently served liter. Derivation of the probable ultimate supplemental uter requirements in units of the Santa Ana River hsin are presented in Tables 42 through 45. TABLE 43 FOBABLE ULTIMATE MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT IN SAN JACINTO UNIT (In acre-feet) Item A:rage seasonal ground water storage ecrement during base period Ins tending to increase the decre- ment urface outflow Export ubsurface outflow onsumptive use Subtotal to be added- Una tending to decrease the decre- ment recipitation lrlace inflow nport lbsurface inflow Subtotal to be subtracted _ P)BABLE ULTIMATE MEAN EASONAL SUPPLEMENTAL 'ATER REQUIREMENT Base period aver- age* Mean ultimate condi- tions Differ- ence 9,300 .... 15,300 3,600 224,900 12,500 2,200 353,200 —2,800 —1,400 128,300 176,700 49,500 8,300 176.800 48,400 4,800 100 —1,100 —3,500 Differ- ence totals 9,300 124,100 —4,500 137,900 TABLE 44 PROBABLE ULTIMATE MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT IN ELSINORE UNIT (In acre-feet) Item 1,400 500 300 8,200 Average seasonal ground water storage decrement during base period Items tending to increase the decre- ment Surface outflow Export Subsurface outflow Consumptive use _ Subtotal to be added Items tending to decrease the decre- ment Precipitation Surface inflow Import Subsurface inflow Subtotal to be subtracted PROBABLE ULTIMATE MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT * 22-year base period, 1926-27 through 1947-48. TABLE 45 PROBABLE ULTIMATE MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT IN LOWER SANTA ANA UNIT (In acre-feet) Base period aver- age* 1,400 400 35,800 18,800 15,500 500 Mean ultimate condi- tions 500 700 44,000 18,800 13,700 800 Differ- ence -1,800 300 Differ- ence totals 1.500 11,900 Item Base period aver- age" Mean ultimate condi- tions Differ- ence Differ- ence totals Average seasonal ground water storage decrement in Santa Ana Forebay 17,800 24,700 3,300 156,700 108,500 600 118.700 104,100 300 2,400 59,000 137,700 173,000 276,400 1,500 124,700 168,100 86,100 2,400 34,300 134,400 16,300 167,900 1,500 —600 17,800 Items tending to increase the decre- ment Santa Ana Forebay b Santa Ana Pressure Area 6,000 64,000 85,800 353,800 Items tending to decrease the decre- ment Santa Ana Forebay Import c Subsurface inflow Subtotal to be subtracted 155,800 PROBABLE ULTIMATE MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT. 215,800 ' -year base period, 1922-23 through 1940-41. 11-year base period, 1927-28 through 1037-38. '' Amounts of exported water and subsurface outflow from Santa Ana Forebay accounted for in quantities of applied water in Santa Ana Pressure Area. c Imported quantities of Colorado River water not included. 68 SAXTAAXA RTVER INVESTIGATION Summary of Supplemental Water Requirements For ready reference, the estimates of 1948 and probable ultimate requirements for supplemental water in the Santa Ana River Basin are summarized by units and subunits in Table 4(i. It will be noted that supplemental water require- ments under probable ultimate conditions of water supply development and utilization are indicated in the Bunker Hill and Riverside Subunits, the two sub- divisions of the basin for which there was no apparent supplemental water requirement in 1948. This follows from the probability that effluent seepage will not be susceptible of reduction by amounts sufficient to com- pensate for increased consumptive use in and exports and storm runoff from those units under conditions of ultimate development. Comparison of estimated 1948 and probable ulti- mate supplemental water requirements shown in Table -Mi with like estimates published in State Water Re- TABLE 46 SUMMARY OF 1948 AND PROBABLE ULTIMATE MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENTS IN UNITS AND SUBUNITS OF SANTA ANA RIVER BASIN (In acre-feet) Supplemental water requirements I'nit and subunit 1948 conditions Probable ultimate conditions Upper Santa Ana Unit San Timoteo Subunit--- 200 23.300 12,000 5.100 33.700 Bunker Hill Subunit .- - Riverside Subunit . . Chino Subunit . . . - - San Jacinto Unit Elsinore Unit . 52,300 109,200 144.300 137,900 11,900 Subtotals . - - - . . Lower Santa Ana Unit Santa Ana Forebay* . . - - . - 40,600 25,800 189.300 215.800 66,400 705,100 * Includes supplemental water requirement in Sant;i Ana Pressure Area, since Santa Ana Forebay is the source "f supply fi>r hnth subunits. sources Board Bulletin No. 2, reveals certain differ ences. The portion of the Santa Ana River Basin foi which direct comparison can be made is designated the "Upper Santa Ana Ilydrographic Unit" in Bui letin No. 2, and comprises the Upper Santa Ana, Sai Jacinto, and Elsinore Units. These units embrace th( drainage area above Prado Dam. For that area, th< estimated "present" supplemental water require ment given in Bulletin No. 2 is 81,000 acre-feet com pared to the amount of 40,600 acre-feet estimated ir this bulletin for 1948 conditions. Under probable ulti mate conditions of development, the estimated supple mental water requirement given in Bulletin No. 2 is 597,000 acre-feet compared to the figure of 489,30( acre-feet derived in this bulletin. The foregoing differences are due in part to tin facts that (1) allowances for irrecoverable losses wen made in estimates of water requirements upon whicl the figures in Bulletin No. 2 were based, whereat' such losses were not added to water requirements ii this bulletin and (2) estimates in Bulletin No. 2 wen predicated essentially upon the assumption that safi ground water yield would be the same as that duriiif the base period, while the method followed in thi: bulletin allows for either an increase or a decreasi in such yield. A change in safe ground water yield may resulj from the growth of urban land use at the expense o irrigated agricultural land use and of areas of nativi vegetation. This often reduces consumptive use o precipitation and increases and concentrates runof from impervious areas. Greater ground water re charge, causing safe yield to increase, may occur i absorptive capacities of stream channels are main tained or if adequate spreading "rounds are provided Reduction of percolation and safe yield may occur i urban storm runoff is sewered out of the area or ij flood channels are lined or otherwise improved Greater export or loss of sewage from the units o subunits may also decrease safe "round water yield These matters have been discussed in Chapter II ii connection with estimates of ultimate surface outfit and sewage export from the units and subunits of th basin. CHAPTER IV PLANS FOR WATER DEVELOPMENT It has been shown heretofore that the water prob- •ms under 1948 conditions in the Santa Ana River >asin consisted of progressive and permanent lower- :ig of ground water levels and attendant degradation f mineral quality of the ground water. Elimination f these problems, prevention of their recurrence in le future, and provision of water for lands suscepti- le of irrigation or urban development, but not rved water in 1948, will require the maximum pos- ble conservation of local water supplies and impor- ttion of additional suplemental supplies from sources utside the basin. Further, it has been estimated that imination of the 1948 requirement for supplemental ater in the Santa Ana River Basin, averaging about 3,000 acre-feet per season on a mean basis, together ith provision for anticipated future growth in the •isin, will ultimately require the development of sup- lemental water in the mean seasonal amount of about 15,000 acre-feet. A limited source of supplemental water is available cally in storm runoff from the Santa Ana River hich presently wastes into the ocean. Additional ater could be developed by salvage of nonbeneficial msumptive use by phreatophytes, and by reclama- >n of sewage. However, the potential amounts of eh local water conservation are not nearly as great the total supplemental water requirement under •48 conditions in the Santa Ana River Basin. After e full practicable development of local water sup- ies, an additional amount of some 678,000 acre-feet r season will have to be imported from a source or urces outside the basin to satisfy ultimate water eds. As discussed heretofore, water is being imported the Santa Ana River Basin from the Colorado ver through facilities of The Metropolitan Water strict of Southern California. Portions of the pres- t supplemental water requirements in the San cinto and Lower Santa Ana Units and the Chino ibunit are being supplied from that source. Delivery Colorado River water to those units in 1952 for rect use aggregated 16,000 acre-feet. In addition, bstantial quantities of water were then and are now ing purchased from the Metropolitan Water Dis- ct by agencies in Orange County for replenishment ground water storage in the Santa Ana Forebay. ■rice of supplemental water to other areas in the sin now requiring such supplies would also be con- nient from this svstem. Moreover, it is a logical source of additional water to meet substantial future increases in supplemental water requirements in the basin. Routes of the Colorado River Aqueduct and distribution conduits, and locations of existing muni- cipal water districts organized to purchase supple- mental water supplies from the Metropolitan Water District, are indicated on Plate 11. As was stated in Chapter I, the Department of Water Resources has recently completed surveys and studies for the Statewide AVater Resources Investi- gation, under the direction of the former State Water Resources Board. This investigation had as its ob- jective the formulation of The California Water Plan for full conservation, control, and utilization of the State's water resources, to meet present and future water needs for all beneficial purposes and uses in all parts of the State, insofar as practicable. By this plan adequate supplemental water would be made avail- able to meet the ultimate needs of the Santa Ana River Basin as well as other areas of the State. General descriptions of various plans considered for the conservation and utilization of local water sup- plies, and for the development of imported water sup- plies, to meet the probable ultimate water require- ment of the Santa Ana River Basin are presented in this Chapter under the headings: "Plans for Local Water Development" and "Plans for Importation of Water." PLANS FOR LOCAL WATER DEVELOPMENT Further development of local water supplies in the Santa Ana River Basin is limited to the salvage of water presently wasting to the ocean, both as runoff from the Santa Ana River and as sewage, and to the reduction in nonbeneficial consumptive use in high- water-table areas by elmination of phreatophytes. Because of the physiography of the basin, wherein the native waters have considerable opportunity for percolation and generally are subject to one or more re-uses, mean seasonal runoff to the ocean from the Santa Ana River is small, averaging only some 13,700 acre-feet with mean water supplies and with 1948 developments. Morover, because of the wide seasonal and cyclic fluctuation in this runoff, only a portion of the mean seasonal runoff could be salvaged. At the present time there are about 5,000 acres of phreatophytes on high-water-table lands in the Upper Santa Ana Unit, with an estimated seasonal consump- (09) 70 SANTA ANA RIVER INVESTIGATION five use of some 20,000 acre-feet. Lowering of the water table in those areas, thus eliminating the phrea- tophytes, would possibly make available a source of supplemental water. Reclamation of sewage of the major sanitation dis- tricts, wherein such sewage would be segregated and the deleterious wastes woidd by-pass the sewage treat- ment plants, offers a third possible source of supple- mental water in the Santa Ana River Basin. The water so developed would be utilized for ground water recharge or for irrigation of agricultural lands. The supplemental water supply which could be made available by the foregoing plans would aggre- gate some 27,000 acre-feet per season. These plans are discussed in the following sections. Operation of Prado Reservoir for Water Conservation The plan of operation for Prado Flood Control Basin adopted by the Corps of Engineers, United States Army, contemplates use of that reservoir for flood control only. As discussed in Chapter II, partial regulation of the Santa Ana River is now provided by that development because all discharges at low reser- voir stages pass through one ungated opening in the dam. This reduces peak flows in the channel below the dam, which in turn reduces surface outflow from the Santa Ana Porebay. However, periods occur during and after storm runoff when flow through the dam and accretions to the river below cause the discharge to exceed the percolation capacity of the channel. The proposed plan of operating Prado Reservoir for water conservation would involve closure of the remaining ungated opening in the dam and storage of storm inflow to the reservoir until such time as runoff to the river below the dam from tributary hills ami mountains falls below the absorptive capacity of the channel in the Santa Ana Porebay. Water would then be released from Prado Reservoir at a rate that would permit its full percolation. Occasional flushing releases would be made to remove silt from the down- stream channel in order to maintain permeability. As discussed hereinafter, it has been assumed prac- ticable to store all runoff in the river at Prado Res- ervoir up to the maximum five-day volume produced by the flood of March 1938. This volume amounted to about 98,000 acre-feet and was the largest covered by .stream flow records. It would have filled only about 44 per cent of the reservoir storage space below the spillway level, if no discharge of stored water had been permitted during the five-day period. The water- surface in the reservoir would have reached a maxi- mum elevation of about 520 feet. The proposed reservoir operation plan would pro- vide further that with water surface stages above an elevation of .120 feet, the outlet £V* : .\ --]> •<» I *f. ^f»; >a-- i— ^^^*T3t^^ k ^ ■ V: ■ Feather River above Oroville ". . . the Feather River and Delta Diversion Projects of The California Water Plan . . . would provide a supplemental water supply for areas of water deficiency . . . in southern California." 70 SANTA ANA RIVER INVESTIGATION type and would consist of an impervious rolled earth- filled core, flanked both upstream and downstream by graded "ravel shells. The impervious core would be founded on a concrete base block. This block, occupy- ing the deepest part of the canyon, would contain a chamber for housing a power plant. Spillway and Hood control outlet structures would be located in a saddle on the right abutment. Oroville Dam would create a reservoir of 3,500,000 acre-feet storage ca- pacity. In the 1955 report it was indicated that water released from Oroville Reservoir would be conveyed to the Delta by the natural channels of the Feather and Sacramento River.s. The proposed Delta Cross Channel would convey the water from the Sacra- mento River across the Delta to the southern fringe of the San Joaquin River Delta, for subsequent pumping into the Feather River Project Aqueduct and transmission into water deficient areas in other parts of California. The pumping plant for the initial lift into the aqueduct would be located about 11 miles northwest of Tracy, and would have a capacity of 11,000 second-feet. It would lift the water from sea level to an elevation of 230 feet in the aqueduct. The aqueduct, leading southward in canal, would parallel the Delta-Mendota Canal of the Central Valley Project to San Luis Creek west of Los Banos. At that point pumping plants would lift the water either to the 2,100,000 acre-foot San Luis Reservoir for reregu- lation or to the Feather River Project Aqueduct at an elevation of 402 feet. The project canal leading south would have a capacity of 7,000 second-feet, and would follow on grade contour along the west side of the San Joaquin Valley to the Buena Vista Hills, some 24 miles southwest of Bakersfield, where another pumping unit would discharge the water at an eleva- tion of 500 feet. From that point the Feather River Project Aqueduct, in canal, would follow the foot- hills at the southern end of the San Joaquin Valley to Wheeler Ridge, about 25 miles south of Bakersfield. At Wheeler Ridge two pumping plants would lift the water to an elevation of 1,500 feet, whence a canal would continue on grade contour to Pastoria Creek about three miles east of Grapevine on Highway U. S. 99. The total length of the Feather River Project Aqueduct at this point would be about 300 miles. The High Line Route of the aqueduct would involve a final pumping plant at Pastoria Creek, having a capacity of 5,000 second-feet and operating to take advantage of low off-peak power rates, which would pump an equivalent steady flow of 2,500 second-feet southward. That plant would raise the water to an elevation of 3,357 feet at the portal of the first of two tunnels, aggregating 10.5 miles in length, through the Tehachapi Mountains. The Quail Lake Afterbay, near the outlet of the second tunnel, would reregulate these discharges. From the afterbay, a conduit would follow the south side of Antelope Valley, passing about 270 feet above Fairmont Reservoir on the Los Angeles Aqueduct. It would pass about 470 feet in elevation above the Palmdale Reservoir, and cross Soledad Pass at Vincent and Little Rock Creek below the Little Rock-Palmdale Dam. The conduit would then course easterly across the Mojave Desert to a tunnel portal near the Mojave River. This three-mile tunnel would terminate in Devil Canyon in the Santa Ana River Basin, as shown on Plate 11. From that point, the Feather River Project High Line Aqueduct would comprise a series of tunnels going southeastward along the south slope of the San Bernardino Moun- tains to a syphon across San Gorgonio Pass between Beaumont and Banning. The course of the conduit of the Feather River Project Aqueduct would then bear southerly along the west slope of the San Jacinto Mountains east of San Jacinto Valley. It would cross the drainage boundary of the San Jacinto Unit at an elevation of about 2,900 feet and at a point some 10 miles southeast of Hemet. It would then continue southward, passing above Lake Henshaw on the San Luis Rev River and crossing the headwaters of the San Diego and Sweetwater Rivers to a spillway into Ilorsethief Canyon, a tributary of Pine Valley Creek, discharging into the reservoir created by Barrett Dam. The total length of the Feather River Project Aqueduct would be about 585 miles from the point of diversion in the San Joaquin Delta. The aforementioned 1955 report presents for illus- trative purposes a possible system for regulation and conveyance of project water in the southern Califor- nia area. It is shown by that plan that service of water to the areas needing supplemental stipplies in the Santa Ana River Basin would be convenient, and could be accomplished largely through existing con- veyance and distribution works of water service agen- cies in the basin. The plan indicates five possible points of delivery from the main aqueduct within the basin. Two other possible main aqueduct routes to deliver water to southern California are described in the 1955 report. The Long Tunnel Line would involve a tunnel through the Tehachapi Mountains at an elevation of 1,870 feet, which tunnel would extend from a portal at Pastoria Creek for a distance of about 26.7 miles to a portal in Elizabeth Lake Canyon. From that point the conduit would comprise a series of tunnels extending southeasterly to La Crescenta, and then another series of tunnels, open canal, and covered aqueduct, traversing the south slope of the San Ga- briel and San Bernardino Mountains, and passing north of San Bernardino to Redlands. From that point, the aqueduct would be in tunnel and canal, terminating at the west portal of the San Jacinto Tunnel of the Colorado River Aqueduct at about an elevation of 1,500 feet. PLANS FOR WATER DEVELOPMENT 77 The second other possible route for the main aque- duct has been designated the Coastal Line. At a point south of Kettleman City in the San Joaquin Valley, or about 116 miles along the previously described : Feather River Project Aqueduct south from San Luis Reservoir, water would be taken southwesterly from that aqueduct and lifted through a series of four 1 pumping plants to an elevation of 1,250 at the portal j of a 4.5-mile tunnel through Polonio Pass. The conduit : would then extend southwesterly to Santa Margarita ! and continue southeasterly in a series of tunnels and ■ open canals to the vicinity of Santa Barbara. From •that point it would extend easterly, passing north of Ojai and along the north edge of the Santa Clara Valley, to join the route of the Long Tunnel Route ! in the vicinity of Newhall. Since the 1955 report, detailed studies have been made of the various alternative aqueduct routes. These 'studies, based upon complete investigation of future ; water demands in the various service areas and giving ! consideration to the numerous economic factors, will !be described in a report of the Department which will ibe released in 1959. At such a future time as the need arises, additional .facilities in The California Aqueduct System, over land above those of the Feather River and Delta Diver- jsion Projects, would be constructed for delivery of water to meet the remaining ultimate supplemental requirements in the Santa Ana River Basin and the (remainder of southern California. It is considered probable that the southern California Division of the California Aqueduct System, when constructed, will include features of the High Line route, together with required additional facilities. In connection with the delivery of these water supplies, substantial amounts of hydroelectric power would be generated at several strategic locations. It is contemplated under the California Aqueduct System that, in addition to the High Line route, pumping plants would lift the water from the San Joaquin Valley at Pastoria Creek to two parallel tun- nels through the Tehachapis at an elevation of 3,140 feet and with a length of about 9 miles. These tunnels would convey the water through the mountains to regulatory storage in the vicinity of Quail Lake. The main aqueduct system would then extend along the south side of the Antelope Valley, crossing the Mojave Desert in an easterly direction, and turning to the south in the vicinity of Cajon Pass. The California Aqueduct System would continue through a series of parallel tunnels to the vicinity of San Bernardino. From this point water would be delivered by two major routes to the eastern portion of the Santa Ana River Basin and the southerly por- tion of the South Coastal Area, and to portions of the Colorado Desert Area, lying to the east. One route would comprise that of the aqueduct of the Feather River and Delta Diversion Projects, terminating in Horsethief Canyon, previously described. The second route would traverse the upper Santa Ana River Basin at a lower elevation but generally parallel to the Feather River Project Aqueduct. It would con- tinue southward, terminating in the vicinity of San Vicente Reservoir in San Diego County. Features of The California Water Plan pertinent to the Santa Ana River Basin are shown on Plate 11. CHAPTER V FLOOD CONTROL Flood control requirements in the Santa Ana River Basin have been extensively analyzed by county, state, ind federal agencies and a number of projects for -elief from flood problems have been constructed. This •hapter presents a review of the problems indicated )y these analyses and describes existing projects as j.vell as projects proposed and considered by the coun- ties and by the Corps of Engineers, United States Army. No mention is made of investigations by the 'jnited States Department of Agriculture of general requirements for runoff and water flow retardation, ind for soil erosion prevention. As stated heretofore, original work on flood control was considered to be outside the scope of the investigation reported in this bulletin. Most of the projects described herein are for the purpose either of flood control only, or for both flood •ontrol and water conservation where water spread- ing facilities are integral with flood control features. ->torm-drain projects are specifically excluded from consideration, except that certain features of the Or- mge County flood control plan, which involve storm Irain functions, are described for the sake of com- pleteness. This procedure is consistent with the policy |)f the Department of Water Resources which con- siders storm-drain requirements to be local responsi- bilities and not to be eligible for state financial aid. In this regard, the Department has adopted the fol- owing definition: ' 'Storm drains' may be defined as artificial channels for collection and disposal of storm waters, : made necessary to handle increased run-off result- ! ant from development of urban areas and may be differentiated from flood control works which nor- ! mally involve reservoirs and/or rectification and improvement of natural stream channels." Descriptions of existing, proposed, and considered lood control projects, given in this chapter, refer largely to the status of planning and construction as )f 1955. However, descriptions of Orange County projects refer to the 1956 status. HISTORIC FLOODS Floods in southern California are mentioned first in the records of mission fathers who settled in the vicinity of the present City of San Diego in 1769. These accounts furnish little information from which quantitative estimates of flood flows may be made, but do provide a general picture of the relative magni- tudes of the various floods. During the mission period, floods occurred in the years 1771, 1772, 1776, 1780, 1811, 1815, 1817, and 1825. Of these floods, apparently that in 1825 was the most severe. Excess runoff in that season shifted the mouth of the Santa Ana River from Los Alamitos Bay to its present location north- west of Newport Bay. The flood of January 1862 was probably the great- est since the beginning of historical records in Cali- fornia. It was exceptional not only because of the occurrence of high rates of discharge but also because of the excessive duration of flood flows. It has been estimated from historical accounts that the flood in 1825 was next in magnitude to the 1862 flood. Other major floods in order of decreasing severity occurred in 1867, 1891, 1938, 1884, and 1916. The 1938 flood was the largest during the period of record. With the exception of some historical data on high water elevations, runoff records for the streams in the Santa Ana River Basin during floods are available only for the more recent years. This is due largely to the destruction of stream gaging stations by flood waters and to the inaccessibility of the streams to hy- drographers. Likewise, little information is available as to the extent of damage by floods prior to 1938. However, following the flood in March of that year, the Corps of Engineers, United States Army, con- ducted field surveys to determine flooded areas in the Santa Ana River Basin. These flooded areas are shown on Plate 13, entitled "Existing and Proposed Flood Control Projects." EXISTING AND PROPOSED FLOOD CONTROL PROJECTS A number of projects which offer varying degrees of protection to areas subject to flooding have been constructed by various agencies in the Santa Ana River Basin. However, additional improvements are necessary to give the desired degree of protection to areas susceptible of damage. The Counties of San Ber- nardino, Riverside, and Orange have planned pro- grams to effect further flood protection. A number of the required structures have been partially con- structed, while plans and specifications for others have been prepared. The Corps of Engineers has made independent studies of flood control requirements in the Santa Ana River Basin. In general, the projects designed by that (79) 80 SANTA ANA RIVER INVESTIGATION agency would bo broader in their scope, being of a more permanent type and providing protection against greater Moods than the projects proposed by local interests. Project design floods utilized by the Corps of Engineers have estimated frequencies of more than once in 200 years. General considerations influencing the need for the more important of the proposed projects, and the status thereof, are discussed hereinafter. Some of the projects studied by the Corps of Engineers, particu- larly some of those presented in its 1946 report en- titled "Santa Ana River and Tributaries," were found to have an unfavorable benefit-cost ratio at that time. However, with continued urban and suburban development in some of the areas subject to flooding, the benefit-cost ratio should become more favorable. Major existing and proposed and considered county and federal flood control projects are described in tabular form in Appendix II to this bulletin, and their approximate locations are shown on Plate 13. Reference numbers in Appendix II correspond with those shown on Plate 13, with blue designating exist- ing works and red designating proposed and con- sidered works. The more important of these existing and proposed works are discussed in the ensuing sec- tions of this chapter. Upper Santa Ana Unit Extensive urban and agricultural areas in the Upper Santa Ana Unit are subject to flood damage. Most of these occupy portions of the alluvial cones of streams that emanate from the San Gabriel, San Ber- nardino, San Jacinto, and Santa Ana Mountains. A number of the problems result from poorly defined channels that are subject to rapid aggradation by the heavy debris loads of the streams. There is often little to prevent overflow onto adjoining property during times of flood. With no confining works, the streams may change course and inundate developments on parts of the cones distant from the usual channels. The heaviest destruction during the 1938 flood in the Upper Santa Ana Unit was caused by high rates of discharge in Little San Gorgonio, Noble, Waterman, Devil Canyon, East Twin, Warm, Lytle, Deer, Day, Cucamonga, and San Antonio Creeks, in Temescal Wash, and in the Santa Ana River. During the flood of 1938 high flows in Little San Gorgonio and Noble Creeks in the vicinity of Beau- mont damaged agricultural developments adjacent to the streams, roads, IT. S. Highway 99, and the South- ern Pacific Railroad. Riverside County has constructed approximately 4.5 miles of channel along Noble Creek with a diversion from Little San Gorgonio Creek to reduce this flood hazard. Flood flows of San Timoteo Creek have damaged the Southern Pacific Railroad and agricultural devel- opments both in the canyon and in the valley west of Redlands. A series of small cheek dams have been constructed in the bed of San Timoteo Creek between Beaumont and the mouth of Yucaipa Creek, and about six miles of bank protection have been placed below the confluence of San Timoteo and Yucaipa Creeks. The Corps of Engineers investigated dam sites on Yucaipa Creek just below the mouth of Wilson Creek and on San Timoteo Creek at the junction of Little San Gorgonio and Noble Creeks. It was estimated that these works would control the project design flood to a flow of 7,000 second-feet, which is the capacity of the existing channel. However, the Corps of Engi- neers did not recommend construction of these two dams because of an unfavorable benefit-cost ratio. The area south of the Santa Ana River in the vi- cinity of Redlands was not flooded in 1938, but is subject to damage from Mill Creek. The communities of Redlands and Mentone and valuable citrus groves are in the path of potential floods in this area. A 0.7- mile masonry wall and earth levee has been placed on the south side of Mill Creek about two and one-half miles east of Mentone. This structure offers partial flood protection, but would be inadequate during large flood flows. The 1946 report of the Corps of Engineers recommended construction of 2.4 miles of levee along the left bank of Mill Creek. This levee, together with the existing improvements, would pro- tect the foregoing urban and agricultural develop- ments. The south or left bank of the Santa Ana River north of Redlands has been eroded during past floods causing loss of valuable citrus lands. Since 1862 ap- proximately 1,300 acres of land have been destroyed according to estimates of local residents. Develop- ments on this side of the river are partially protected by about 3.5 miles of improved channel. The Corps of Engineers considered a plan for constructing a levee along the left bank of the Santa Ana River extending about 3.5 miles upstream from a point near the con- fluence with City Creek. The plan was not recom- mended because of an unfavorable benefit-cost ratio. The San Bernardino County Flood Control District proposes to build about five miles of less elaborate levee to solve this problem. Areas on the north side of the Santa Ana River, southeast of San Bernardino, have been inundated by the river in floods of the past. Those areas are parti- ally protected by the City Creek levee which extends down City Creek and along the right bank of the Santa Ana River. The Corps of Engineers considered construction of a levee extending about 2.9 miles up- stream from a point near U. S. Highway 99. The project was not recommended due to economic con- siderations. Along the Santa Ana River between Colton and Riverside, 16 destructive floods have occurred since 1884. Extensive damage to residential, commercial. FLOOD CONTROL 81 ind agricultural property, and to streets, railroads md other utilities was indicted by the March 1938 lood. Since that time a levee about 1.1 miles in length las been constructed on the east side of the river, extending upstream from the San Bernardino-River- side County line. This levee offers partial protection :'rom floods for the area north of Riverside. A second jevee has been constructed on the west side of the •iver opposite West Riverside. This levee is not ade- quate for prevention of damage by large floods. '. Congress has authorized construction of flood con- trol improvements on the Santa Ana River and its ributaries by the Corps of Engineers, and has appro- priated funds for that purpose. One unit of this proj- ect, which has recently been completed, comprises a evee on the east side of the river extending down- stream from the existing levee to U. S. Highway 60. iThis levee will protect the northeastern part of River- side against damage from most floods. This unit also includes the reconstruction of a part of the existing ^vest side levee, and its extension to provide adequate protection. This levee, including the reconstructed portion, extends one mile upstream and 0.9 mile down- stream from U. S. Highway 60. The State of Cali- fornia cooperated in the project to the extent of pro- viding funds for lands, easements, and rights of way, ind for reconstruction of road and utility crossings. Under present conditions, flood waters in Plunge 3reek present a hazard to urban and agricultural de- velopments north of Redlands. San Bernardino bounty proposes to improve approximately one mile bf the Plunge Creek Channel with bank protection extending downstream from a point about 1.5 miles pelow the mountain front. During the March 1938 flood, City Creek, a tribu- tary of Warm Creek, inundated and damaged lands along its course and contributed to the destructive flood flows of Warm Creek. As a protective measure tor the Norton Air Force Base, four miles of levee and one mile of stone wall were constructed to divert flood flows from City Creek to the Santa Ana River about four miles east of San Bernardino. These works •will prevent recurrence of damage in the lower reaches of the stream. San Bernardino County pro- poses construction of one mile of channel and embank- ment protection to connect with the upstream end of the foregoing levee and wall. Extensive destruction in the City of San Bernardino and in adjacent areas to the east has resulted from flood flows in Waterman and East Twin Creeks. Total ilamajje in that locality during the 1938 flood was esti- mated by the Corps of Engineers to have been about $690,000. A temporary diversion of Waterman Creek to East Twin Creek, water spreading grounds, and an embankment have been partially completed by local interests. However, these are not adequate to control a major flood. The authorized federal project for the Santa Ana River and its tributaries would include revetment of about 3.6 miles of levee, constructed or to be constructed by local interests, and construction of about 1.5 miles of concrete-lined channel extending upstream from the confluence with Warm Creek. Pre- liminary design studies for this work are currently in progress. Devil Canyon Creek has caused flooding in the northern portion of San Bernardino. In the March 1938 flood it contributed to the widespread damage mentioned in the preceding paragraph. The authorized federal project for the Santa Ana River and tributaries included works to divert flood flows of Devil Canyon Creek from the Warm Creek drainage to Cajon Creek near its junction with Lytle Creek. These works have recently been completed. A 1.2-mile intercepting levee has been constructed west- erly from the western edge of Badger Hill, near the foot of the San Bernardino Mountains. A 1.9-mile con- crete channel now extends from the west end of the levee southwesterly to Cajon Creek. Extensive runoff in Cajon Creek during past sea- sons has damaged the Atchison, Topeka, and Santa Fe Railway and other developments. Lytle Creek caused extensive destruction to property in San Ber- nardino and Colton during the March 1938 flood. The Corps of Engineers has constructed a project that will largely correct these conditions. A system of levees and groins has been built from points near the canyon mouths to U. S. Highway 66. Of the project design flood of 40,000 second-feet, 30,000 second-feet will enter a 3.0-mile concrete channel, discharging into Warm Creek east of Colton. The remaining 10,- 000 second-feet will enter the East Branch of Lytle Creek. This channel has been improved to some extent by the City of San Bernardino. Additional channel excavation and protection required to increase the capacity of this 3.0-mile reach is planned by local interests. The authorized Federal project for Santa Ana River and tributaries included construction of about 1.2 miles of levee along the west bank of Lytle Creek near the mouth of Cajon Creek to protect water pumping plants in that area, as well as agricultural areas to the southwest. This levee has been completed. Damage to lands along Warm Creek during the March 1938 flood was extensive. The existing City Creek Levee, Lytle Creek improvements, and the Devil Canyon Project of the Corps of Engineers will serve to alleviate these conditions. In addition, San Bernardino County plans to improve the portion of Warm Creek above the mouth of East Twin Creek. The previously mentioned authorized project for Santa Ana River and tributaries included construc- tion by the Corps of Engineers of about 2.7 miles of concrete channel from the junction of Warm and East Twin Creeks downstream to the Santa Ana River. Preliminary design studies for this channel are now 82 SANTA ANA RIVER INVESTIGATION in progress. An area on the eastern edge of Colton, formerly subject to flooding by Warm Creek and by the Santa Ana River, is now protected by a 0.4-mile section of levee constructed by the Corps of Engi- neers. San Sevaine and East Etiwanda Creeks, which drain frontal watersheds in the San Gabriel Moun- tains, flooded appreciable areas and did some damage, principally to vineyards, in the March 1938 flood. The County of San Bernardino has partially improved the channels to assist in the solution of this problem. That agency proposes to construct a spreading ground and to expand the channel improvements and bank pro- tection to an ultimate length of 14 miles. Riverside County has begun construction of a project to convey flood waters of San Sevaine, East Etiwanda, and Day Creeks from the Riverside-San Bernardino County line to the Santa Ana River. The waters of Deer and Day Creek flooded exten- sive areas in 1938. Since that time local agencies have installed some works to assist in controlling small Hoods on these streams. The completed work includes about seven miles of improved channel and a small spreading ground on Deer Creek and about six miles of improved channel on Day Creek. San Bernardino County proposes to enlarge the spreading grounds and to construct about five miles of channel with bank protection immediately downstream. On Day Creek that agency plans to build a large spreading ground and about eight miles of bank protection for the exist- ing channel. The Corps of Engineers examined the possibility of combining the flood discharges of Deer and Day Creeks by constructing two collecting levees north of U. S. Highway 66, with a total length of 4.9 miles. The combirred flows would be conducted south- ward 10.7 miles in a concrete channel. This project was not recommended for economic reasons. During the March 1938 flood, Cucamonga Creek destroyed property for a distance of about 10 miles from the mountain front. Heaviest damage was in- flicted upon citrus groves, highways, bridges, rail- roads, and water systems. Since that flood San Ber- nardino County has built spreading basins north of U. S. Highway 66 and has partially improved about 10 miles of channel downstream from a point 0.5 mile south of U. S. Highway 66. Future construction on Cucamonga Creek, planned by the county, will include finishing the spreading grounds and widening and protecting 3.6 miles of existing channel in the lower- most reaches of the stream. In the 1946 report by the Corps of Engineers, a plan of improvement was in- vestigated that would provide a 1.7-mile collecting levee south of the existing spreading ground, and a 11.7-mile concrete channel extending southward from a point about 0.3 mile north of U. S. Highway 66 to Prado Flood Control Basin. Because of an unfavor- able benefit-cost ratio, this plan was not recommended. Major flood control problems have existed on San Antonio Creek. Urban development in the City of Claremont and citrus groves to the south were dam- aged extensively in 1938. The Flood Control Act of June 28, 1938, authorized construction of works to provide complete protection for lands adjacent to this stream. San Antonio Dam on San Antonio Creek has been completed by the Corps of Engineers. Two of three parts of San Antonio and Chino Creeks Chan- nel have also been completed. The reservoir initially had a capacity of approximately 9,280 acre-feet and will reduce the design flood of 19,000 second-feet to a controlled release of 8,000 second-feet. The channel is of concrete rectangular, paved trapezoidal, and unl paved trapezoidal sections. When completed, it will extend approximately 15.7 miles from San Antonio Dam to Prado Reservoir. West of San Antonio Creek in the Upper Santa Ana Unit several improvements have been made by Los Angeles County to assist in solution of flood control problems. These include a flood control and conserva- tion dam on Thompson Creek, and a flood control and conservation dam and channel improvements on Live- oak Creek. Also included is Puddingstone Reservoir which receives some local valley floor and mountain runoff and stores flood water from San Dimas Creek, a tributary of the San Gabriel River. The capacity of the reservoir is approximately 17,400 acre-feet. A diversion dam and concrete channel constructed by Los Angeles County are the means of accomplishing this temporary import of flood waters to the Santa Ana River Basin. Reservoir releases are returned to the San Gabriel River area. The Corps of Engineers flood control project in Los Angeles County, authorized by Congress in 1941, in- cludes concrete-lined channels with lengths totaling: 2.9 miles on Marshall Creek, 5.4 miles on Emerald and Liveoak Washes, and 6.2 miles on Thompson Creek. Of this project, about one mile of the Liveoak Wash Channel has recently been completed by the Corps of Engineers. Riverside County has constructed Sycamore, Prenda, AVoodcrest, and Harrison Dams south and i southeast of the City of Riverside for flood control purposes, and plans to build University, Box Springs Canyon, and Alessandro Canyon Dams in that area. The county also plans to extend the existing Arling- ton Channel about 1.3 miles upstream, and eventually to build Temescal Creek Dam, some four miles south- east of the City of Corona. In the 1946 report by the : Corps of Engineers, a 0.6-mile levee on the south side of Temescal Creek below U. S. Highway 91 to protect the City of Corona was considered, but was not recom- mended for economic reasons. FLOOD CONTROL 83 Son Jacinto Unit Many developments in the San Jacinto Unit are located near aggrading streams coming from the San Jacinto Mountains and from hills adjoining the val- leys of the unit. As in the Upper Santa Ana Unit, such streams overflow readily in time of flood if no •onfining works are provided. In the flat lower por- [ions of the valleys, overflow of streams may inundate relatively large areas. Developments subject to damage by floods in the •Jan Jacinto Unit include orchards on the alluvial .•ones and other agricultural lands in the lower por- tions of the valleys. The City of San Jacinto is in the path of potential floods of Bautista Creek and of the San Jacinto River. It is also conceivable that Ilemet [(raid be damaged if the course of Bautista Creek Were to shift west of its present channel. : Plate 13 indicates that the most extensively flooded ireas during the March 1938 flood were along Bau- ,ista Creek and the San Jacinto River. Sand bags )laced on an existing levee prevented damage to San Tacinto. However, that flood was not as severe in the >?an Jacinto Unit as the flood of February 16, 1927. "he maximum estimated instantaneous discharge of he San Jacinto River at the U.S.G.S. gaging station |iear San Jacinto in 1938 was about 14,000 second- :eet as compared to an estimated 45,000 second-feet ti 1927. The estimated damage to roads, bridges, pvees, residential and business properties, and agri- ultural developments by the latter flood amounted jo $500,000. \ Existing levees on Bautista Creek, extending about jhree miles above the confluence with the San Jacinto ( iiver, are inadequate to protect adjacent lands from major flood. Included in the authorized project for ianta Ana River and tributaries are plans for con- itruction by the Corps of Engineers of a levee on the ,-est side of Bautista Creek extending upstream from iltate Highway 74 about 3.0 miles, and a levee on the jast side extending upstream about 0.4 mile from hat highway. These levees would be built to contain flood of 20,000 second-feet. Preliminary design stud- "s for this work are currently in progress. Present improvements on the San Jacinto River iclude about 12.5 miles of double levee, 8.5 miles of ingle levee, and 8.0 miles of bank protection. These re not adequate to protect against major floods. The uthorized federal project for Santa Ana River and ributaries included construction of 3.9 miles of levee n the west bank downstream from a point near the louth of Bautista Creek. This levee would contain a ood of 90,000 second-feet from a storm in the up- ;ream drainage area of the San Jacinto River. River- ide County has constructed approximately 10 miles B earth channel to alleviate flood damage in the Perris alley area. In addition, two flood control dams are roposed at the north end of Perris Valley. Elsinore Unit Developments in the Elsinore Unit are located in the valley below comparatively small drainage areas, and the possibility of large flood flows from the ma- jority of these watersheds is remote. The largest stream entering the unit and one subject to major flood flows is the San Jacinto River. However, poten- tial damage to adjacent lands is .slight because that area is subject to inundation by Lake Elsinore, and few developments exist there. Lower Santa Ana Unit Flood control problems in the Lower Santa Ana Unit, as in portions of units previously discussed, re- sult from poorly defined watercourses on gently slop- ing alluvial cones. In many cases the natural channels have low banks which readily permit overflow of flood waters. Streams confined by levees flood wide areas when these works are breached by major floods. During the March 1938 flood, the overflow of the Santa Ana River caused the most serious damage in the Lower Santa Ana Unit. East of the City of Ana- heim the river broke through the levee and a part of the flow followed the old channel through that city and parts of the City of Fullerton and discharged into coastal lagoons near Seal Beach. At least 24 lives were lost and homes, highways, bridges, and groves were damaged in the area. Along the present channel of the Santa Ana River below the break, there were numerous other points at which the levees were breached, flooding and damaging large areas. Destruc- tion of property by the Santa Ana River within the cities of Santa Ana and Orange, adjacent to this por- tion of the river, was small, but groves, agricultural land, and the screening plant and sewer outfall of the Orange County Joint Outfall Sewer were damaged. Since 1938, levee improvements have been made along the Santa Ana River. Repair, construction, and protection of levees was done partially with county funds and in part with moneys provided by the State Legislature. In addition, Prado Dam and flood con- trol basin with a storage capacity of 223,000 acre- feet was constructed by the Corps of Engineers to control floods on the Lower Santa Ana River. The project was completed in 1941. Under the current plan of operation this basin will regulate the design flood with a peak discharge of 193,000 second-feet to a maximum discharge of 9,200 second-feet. The peak discharge at the Orange-Riverside County line on March 3, 1938, was estimated to have been 100,000 second-feet. Data showing the effect of Prado Flood Control Basin on flood flows of the Santa Ana River, as estimated by the Corps of Engineers, are pre- sented in Table 47. The flood carrying capacity of Santa Ana River channel in the Lower Santa Ana Unit ranges from about 4,000 second-feet to 20,000 second-feet. Al- 84 SANTA ANA RIVER INVESTIGATION TABLE 47 EFFECT OF PRADO FLOOD CONTROL BASIN ON FLOOD FLOWS OF SANTA ANA RIVER Peak inflow to Prado Flood Control Basin Regulated outflow from Prado Flood Control Basin, in second-feet Peak discharge of Santa Ana River, in second-feet I nflow, in second-feet Probable frequency of occurrence in 100 years Near Anaheim Below Santiago Creek 193.000, . 0.4 1.0 2.0 9,200 9,200 5,000 14,000 11,000 7,000 32,000 140,000.. 20,000 100,000. 12,000 though the capacity of the channel is sufficient to carry relatively large flows, the levees are subject to severe erosion and could be breached at numerous points. The Corps of Engineers has studied a plan for re- constructing and revetting a reach of the existing Anaheim levee extending 8.3 miles along the right side of Santa Ana River from the mouth of Santa Ana Canyon to a point about one mile upstream from U. S. Highway 101 near Anaheim. The considered plan would protect the City of Anaheim and exten- sive agricultural areas from nearly all damage caused by flows of 14,000 second-feet or less on Santa Ana River near Anaheim. The protected area would extend along the right side of the river from the mouth of Santa Ana Canyon to the ocean. The plan was not recommended by the Corps of Engineers because of an unfavorable benefit-cost ratio. However, Orange County has included protection of vulnerable por- tions of this levee as well as other levees along the Santa Ana River in its Comprehensive Plan for Drain- age and Flood Control Facilities. A bond issue of $42,620,000 was approved by the voters of Orange County on June 5, 1956, to implement this plan. Destruction of property adjacent to Santiago Creek was small during the March 1938 flood. This was due largely to regulation by Santiago Reservoir which reduced an estimated peak discharge of Santiago Creek at Santiago Dam from 8,900 second-feet to 4,800 second-feet. However, this reduction in peak was incidental, since Santiago Reservoir is not a flood control reservoir. Villa Park Dam and Flood Control Basin on Santi- ago Creek was included in the project entitled, "Santa Ana River Basin (and Orange County), California, Flood Control," authorized by the Congress in the Flood Control Act of 1936, as amended by the Flood Control Act of 1938 and the Flood Control Act of 1944. The flood control basin would reduce a peak inflow of 9,000 second-feet to a controlled release of 3,000 second-feet. The 1946 report of the Corps of Engineers concluded that this project would have an unfavorable benefit-co.st ratio. However, the aforesaid comprehensive plan of Orange County includes a res ervoir at the Villa Park site. The county plan als> provides for improvement of the earth channel froi; the dam to the Santa Ana River Channel. In the flood of March 1938, Carbon Canyon Cree' damaged areas east of Placentia and contributed t the aforementioned destruction in Anaheim and Ful lerton. Carbon Canyon Reservoir and flood channe were included in the authorized federal flood contro 1 project for Orange County. Definite design studk- and a general design memorandum have been virtually completed by the Corps of Engineers. Following com pletion of this memorandum, the preparation of con tract plans and specifications will be undertaken a, availability of funds permits. The project plan pro vides for the construction of (1) an earthfill dam 91 feet high above stream bed and about 1,600 feet long and (2) two small saddle dikes totaling 1,250 feet ii length. The reservoir created by the dam would hav< a capacity of about 7,000 acre-feet. The structur* would regulate flood flows of Carbon Canyon Creel and discharge them into the improved downstrean channel which would have a capacity of about 4,0()( second-feet. Since the greater portion of the existing Carbon Canyon Creek channel is ill defined and a some points is nonexistent, the comprehensive plan o Orange County includes a diversion channel to carr waters from Carbon Canyon Dam to the Santa An; River. Another feature of the county plan is a 13.6 mile channel following the old course of the creek ti Coyote Creek. Fullerton Creek flooded agricultural and urbai lands in and east of Fullerton during March 1938 In 1941, the Corps of Engineers completed Fullertoi Dam and Flood Control Basin. The dam will regulat a design flood of 4,600 second-feet to 240 second-feet About 10 miles of channel improvements have beei constructed by local interests to convey releases fron the reservoir, as well as storm inflow below the darn to Coyote Creek. The capacity of the existing chan nel ranges between 630 second-feet and 1,750 second feet. Improvements to this channel are planned b; the county. Brea Creek has presented a hazard to portions o Fullerton and to the area north of Buena Park dur ing past floods. Brea Dam and Flood Control Basil was constructed by the Corps of Engineers on thi stream about 1.5 miles north of Fullerton. This irn provement and a 6-mile channel from the dam to Coy ote Creek, constructed by the City of Fullerton ant Orange County, have eliminated many of the prob lems arising from floods on this stream. However, th county now plans to improve the channel at a futur date. The flood control reservoir will reduce a desigfi peak of 8,300 second-feet to a controlled outflow o 1,300 second-feet. The capacity of the existing channe varies from 1,700 second-feet to 3,000 second-feel FLOOD CONTROL 85 ie Loftus Diversion Channel has been constructed Orange County. This channel will intercept drain- e from several small watersheds east of Brea Creek d convey it to Brea Flood Control Basin. The ca- city of this reservoir has been designed to control ditional storm flow from these sources. Coyote Creek below Del Amo Street, about one mile rth of U. S. Highway 91, to the confluence with the n Gabriel River has been increased to a capacity about 17,000 second-feet. This work was done by s Los Angeles County Flood Control District. How- >r, the channel capacity from Del Amo Street to a int near U. S. Highway 101 Bypass was exceeded a record peak discharge of 7,360 second-feet during 32. The Flood Control Act of 1941 approved a proj- for construction of about 10 miles of channel im- rvement on this stream by the Corps of Engineers. Approximately 9 miles of the channel runs along the westerly boundary of Santa Ana River Basin and the remainder is in the San Gabriel River area. This work has not been started. Orange County also plans im- provement work covering 7.8 miles of this channel. The foregoing descriptions of flood control plans pertaining to the Lower Santa Ana Unit have omitted reference to many features of the "Comprehensive Plan for Drainage and Flood Control Facilities for Orange County Flood Control District," which was approved by the Board of Supervisors on February 8, 1956. However, all units of that plan, which per- tain to the area covered by this bulletin, are described in Appendix H, and their approximate locations are shown on Plate 13. As mentioned heretofore, a bond issue to finance construction of the units of this plan has been approved. The next four pages show scenes along the Santa Ana River in the Lower Santa Ana Unit during the flood of March, 1938. On the fifth following page is a view of Prado Dam, constructed since that time. Prado Dam now affords a large — although not complete — measure of flood protection to this unit. '«»«* ■*»*£ «#%' ■sr^s*^. * A . . at Yorba Bridge Anafi( near Anaheim near Pacific Ocean near Huntington Beach upstream of Prado Dam CHAPTER VI SUMMARY OF CONCLUSIONS, AND RECOMMENDATIONS As a result of field investigation and analysis of vailable data on the water resources and water prob- >ms of the Santa Ana River Basin, and on the basis f the estimates and assumptions discussed herein- efore, the following conclusions are drawn and rec- mmendations are made. SUMMARY OF CONCLUSIONS It is concluded that : 1 1. The present basic water problem in the Santa uia River Basin consists of a perennial overdraft on 'round water resources throughout most of the basin, idieating a need for importation of supplemental ,ater supplies. Although this situation did not apply 1 the Bunker Hill and Riverside Subunits of the ' T pper Santa Ana Unit under 1948 conditions, it will rist in all subdivisions of the basin under ultimate pnditions of development. 2. The mean seasonal requirement for supplemental ater in the Santa Ana River Basin under 1948 con- iitions, excluding supplies imported from the Colo- j«lo River, was about 66,400 acre-feet, distributed as )llows : Upper Santa Ana Unit, 23,500 acre-feet; San acinto Unit, 12,000 acre-feet; Elsinore Unit, 5,100 re-feet; and Lower Santa Ana Unit, 25,800 acre- et. 3. In 1951-52, water was imported to the Santa na River Basin from the Colorado River for direct 3e in the amount of 16,040 acre-feet, distributed as illows : Upper Santa Ana Unit, 220 acre-feet ;, San acinto Unit, 860 acre-feet ; and Lower Santa Ana nit. 14,960 acre-feet. An additional 38,150 acre-feet I untreated water was imported and spread in the ower Santa Ana Unit. 4. Under probable ultimate conditions of develop- ent in the Santa Ana River Basin, the mean seasonal 'quirement for supplemental water will be about i)5,000 acre-feet, distributed as follows: Upper Santa Ina Unit, 339.000 acre-feet; San Jacinto Unit, i8.000 acre-feet ; Elsinore Unit, 12,000 acre-feet ; and ower Santa Ana Unit, 216,000 acre-feet. 5. Limited amounts of supplemental water are sus- •ptible of development locally in the Santa Ana iver Basin through possible operation of Prado lood Control Basin to reduce present waste of water the ocean, through reduction of nonbeneficial con- imptive use by phreatophytes in high water table eas, and through possible reclamation of sewage. owever, within the limits of practicable develop- ent of these sources, it is probable that not more than 27,000 acre-feet per season could be salvaged, which quantity would be sufficient to meet only a portion of the supplemental water requirement under 1948 conditions. 6. Satisfaction of the probable ultimate require- ment for supplemental water in the Santa Ana River Basin will require importation of some 678,000 acre- feet per season, over and above that amount which could be developed locally. This greatly exceeds the probable maximum entitlement of member agencies of The Metropolitan Water District of Southern Cali- fornia within the basin to water from the Colorado River under presently claimed rights of that district. 7. An additional water problem in the Santa Ana River Basin is manifested in local degradation of the normally good to excellent quality "round waters by: a. Intrusion of sea water and oil field brines into the confined fresh-water aquifers of the Santa Ana Pressure Area, resulting from depressed ground water elevations brought about by overdraft conditions; b. Induced How of poor quality "round water from beneath Lake Elsinore to surrounding fresh ground water bodies, from the same cause as in (a) above; c. Natural emanations from fault zones; and d. Unfavorable salt balance in the Riverside Sub- unit of the Upper Santa Ana Unit and in the Santa Ana Porebay. Such degradation is also potential under present conditions in the San Jacinto and Elsinore Units and may be a problem in other areas in the future. 8. Elimination of problems arising from unfavor- able salt balance will require increasing outflow of ground water from the unit or subunit concerned, and importation of water in an amount equal to the result- ing increase in supplemental water requirement. To minimize importation of supplemental water for main- tenance of salt balance it would be desirable to utilize an available supplemental water supply of the best possible quality. 9. The remaining important water problem in the Santa Ana River Basin is damage to lands and im- provements adjacent to the channels of many of the streams in the basin by reason of periodic uncon- trolled flood flows. RECOMMENDATIONS It is recommended that: 1. Programs of hydrologic investigation being con- ducted by county, state, and federal agencies be co- ordinated and expanded for the purpose of facilita- ( 93 ) 04 SANTA ANA RIVER INVESTIGATION in^i more definite evaluation of water problems under continuing growth and development of the Santa Ana River Basin, and formulation of measures for their elimination. The specific objectives would be: a. Periodic re-evaluation of future supplemental water requirements ; b. Evaluation of water quality trends to enable anticipation or detection of salt balance problems; c. Development and implementation of a plan for effecting a favorable relation between artificial rais- ing of ground water elevations in the Santa Ana Fofebay and reduction of ground water extraction from the Santa Ana Pressure Area to prevent in- trusion of sea water and oil field brines into fresh- water aquifers of the latter area; and d. Evaluation of the effect of the plan under 1 (e) upon actual degradation of waters in the Santa Ana Pressure Area. 2. Consideration be given to the development of the limited remaining local water resources of the Santa Ana River Basin as a means of meeting a portion of the exist in»' supplemental water requirement includ- ing study by a suitable agency in Orange County, in cooperation with the Corps of Engineers, of partial revision of the operation plan for Prado Flood Con- trol Basin to effect additional water conservation. 3. Importations of Colorado River water to the Santa Ana River Basin by member agencies of The Metropolitan Water District of Southern California be continued and such importations be increased as rapidly as possible to satisfy fully the supplemental water requirements under 1948 conditions and sub- sequent additional requirements. 4. Supplemental water supplies of the best possible qualities available at any given time be imported to the three units of the Santa Ana River Basin up- stream from Prado Dam in order to minimize im- portations required for maintenance of favorable salt balance. 5. Construction of flood control works planned by the counties or recommended by the Corps of Engi- neers, United States Army, and authorized by the Congress, be continued as rapidly as possible, and probable benefits to be derived from considered flood control projects be re-examined periodically in order that construction may be initiated when the projects become economically justified. 6. Continuing support be given to the investiga- tion, financing, and construction of major multipur- pose water resource developments under The Califor- nia Water Plan, particularly those relating to importation of water to the southern California area under the Feather River and Delta Diversion Projects. APPENDIX A REPORTS ON RELATED INVESTIGATIONS 5 — 5 7412 APPENDIX A 97 REPORTS ON RELATED INVESTIGATIONS ybright, Porter H. "Engineering Report on Elsinore Valley Water Supply." 1927. Bailey, Paul. "Report on Change in the Ungated By-Passes at Prado Dam to Increase Percolation From the Downstream River Channel." 1944. . "Water Supply of Orange County." Orange County Water District. 1946. California. "Irrigation in California (Southern)." Win. Ham. Hall. 1888. California State Department of Public Works, Division of Engineering and Irrigation. "Santa Ana Investigation, Flood Control and Conservation." Bulletin No. 19. 1928. California State Department of Public Works, Division of Water Resources. "Santa Ana River Basin." Bulletin No. i 31. 1930. | . "Rainfall Penetration and Consumptive Use of Water in Santa Ana River Valley and Coastal Plain." In coopera- tion with United States Department of Agriculture, Division of Agricultural Engineering. Bulletin No. 33. 1930. — . "South Coastal Basin Investigation, Records of Ground Water Levels at Wells." Bulletin No. 39 and Nos. 39-A through 39-V. 1932-1955. -. "South Coastal Basin Investigation, Quality of Irriga- tion Waters." Bulletin No. 40. 1933. . "South Coastal Basin Investigation, Detailed Analyses Showing Quality of Irrigation Waters." Bulletin No. 40-A. 1933. -. "South Coastal Basin Investigation, Value and Cost of Water for Irrigation in Coastal Plain of Southern Cali- fornia." In cooperation with University of California, College of Agriculture. Bulletin No. 43. 1933. . "South Coastal Basin Investigation, Water Losses Under Natural Conditions From Wet Areas in Southern California." In cooperation with United States Department of Agriculture, Bureau of Agricultural Engineering, Division of Irrigation, and United States Department of the Interior, Geological Survey, Water Resources Branch. Bulletin No. 44. 1933. . "South Coastal Basin Investigation, Geology and Ground Water Storage Capacity of Valley Fill." Bulletin No. 45. 1934. 'Use of Water by Native Vegetation." In cooperation with United States Department of Agriculture, Soil Conser- vation Service, Division of Irrigation. Bulletin No. 50. 1942. . "Present Overdraft on and Safe Yield From the Ground Water of the Coastal Plain of Orange County." June, 1945. "South Coastal Basin Investigation, Overdraft on Ground Water Basins." Bulletin No. 53. 1947. . "Report to Santa Ana Regional Water Pollution Con- trol Board on Lake Elsinore Salinitv Investigation." June, 1952. — •. "Views and Recommendations of State of California on ■ Proposed Report of the U. S. Department of Agriculture on San Gabriel and Santa Ana River Watersheds, California." August, 1954. . "Program for Financing and Constructing the Feather River Project as the Initial Unit of The California Water Plan." February, 1955. 'alifornia State Department of Public Works, Division of Water Rights. "Report on San Jacinto Hydrographic Inves- tigation." S. T. Harding. 1923. 'alifornia State W T ater Resources Board. "Water Resources ; of California." Bulletin No. 1. 1951. — . "Water Utilization and Requirements of California." bulletin No. 2. 1955. . "Elsinore Basin Investigation." Bulletin No. 9. Sep- tember, 1952. < 'alifornia St u t <■ Department of Water Resources. "The Cali- fornia Water Plan." Bulletin No. ",. 1957. Conkling, Harold. "Water Supply of the City of Ontario and Chino Basin Area." 1945. -. "Water -Supply of Fontana Union Water Company." 1940. . "Report to Santa Ana River Water Association." 1947. Conkling, Harold, and Baker, Donald M. "Adequacy of Present Water Supply of Easterly Portion of Interior Basin of Santa Ana River." August, 1953. Dunn, J. E., et al. "Reconnaissance Soil Survey of the Central Southern Area, California." United States Department of Agriculture, in cooperation with University of California. Agricultural Experiment Station. 1921. Eckmann, E. C, et al. "Soil Survey of the Anaheim Area, Cali- fornia." United States Department of Agriculture, in co- operation with University of California, Agricultural Experi- ment Station. 1919. Garrett, A. A. and Thomasson, H. G., Jr. "Ground Water Outflow From the Chino Basin, California, and the Control- ling Geologic and Hydraulic Conditions." United States De- partment of the Interior, Geological Survey. August, 1949. Hill, L. C. "G ral Report on Water Supply and Proposed Consolidation of Lake Hemet Water Company and Fruitvale Mutual Water Company in Riverside County, California." 1925. Hinckley, G. S. "Water Supply of Fruitvale Mutual Water Company." 1925. Lippincott, J. B. "Development and Application of Water Near San Bernardino, Colton, and Riverside, California." United States Department of the Interior, Geological Survey. Water- Supply Papers 59 and GO. 1902. Lynch, H. B. "Rainfall and Stream Run-off in Southern Cali- fornia Since 1769." The Metropolitan Water District of Southern California. August, 1931. Martin, Lloyd. "Hydrologic and Climatic Data, Volume I, 1941- 1946." San Bernardino County Flood Control District, March, 1951. — . "Hydrologic and Climatic Data, Volume II, 1947-1950." San Bernardino County Flood Control District. October, 1951. Mendenhall, W. C. "Development of Underground Waters in the Eastern Coastal Plain Region of Southern California." United States Department of the Interior, Geological Survey. Water- Supply Paper 137. 1905. . "The Hydrology of San Bernardino Valley, Califor- nia." United States Department of the Interior, Geological Survey. Water-Supply Paper 142. 1905. Mitcbelson, A. T. and Muckel, D. C. "Spreading Water for Storage Underground." United States Department of Agri- culture. Technical Bulletin No. 578. December, 1937. Muckel, D. C. and Aronovici, V. S. "Rainfall and Irrigation Water Penetration in the Upper Santa Ana River Valley, San Bernardino County, California." United States Depart- ment of Agriculture. Soil Conservation Service, Research. April, 1952. Nelson, J. W., et al. "Soil Survey of the Riverside Area, Cali- fornia." United States Department of Agriculture, in co- operation w T ith University of California, College of Agricul- ture, Agricultural Experiment Station. 1917. Piper, A. M., Garrett, A. A., et al. "Native and Contaminated Ground Waters in the Long Beach-Santa Ana Area, Cali- fornia." United States Department of the Interior, Geologi- cal Survey. Water-Supply Paper 1136. 1953. M> SANTA ANA RIVER INVESTIGATION Poland, J. F., et al. "Hydrology of the Long Beach-Santa Ana Area, California, With Special Reference to the Watertight- iicss of the Newport -Inglewood Structural Zone." United States Department of the Interior, Geological Survey. 1946. Poland, J. I'\. Piper, A. M., et al. "Ground-water Geology of the Coastal Zone Long Beach-Santa Ana Area, California." United States Department of the Interior, Geological Sur- vey. Water-Supply Paper 1109. 1956. Poland, J. F., Sinnott, A., et al. "Withdrawals of Ground Water Prom the Long Beach-Santa Ana Area, California, 1923-41." United States Department of the Interior, Geological Survey. 1945. Rawn, A. M., Hyde, C. G., and Thomas, Franklin. "Report Upon the Collection, Treatment, and Disposal of Sewage and Industrial Wastes of Orange County, California." July, 1947. Troxell, II. C. "Hydrology of San Bernardino and Eastern San Gahriel Mountains, California." United States Department of the Interior, Geological Survey. 1948. — . "Hydrology of Western Riverside County, California." United States Department of the Interior, Geological Survey. Published by Riverside County Flood Control and Water Con- servation District. October, 1948. United States Department of Agriculture. "Report of Survey, San Gabriel and Santa Ana River Watersheds, California." September, 1953. United States Department of the Army, Corps of Engineers. "Santa Ana River and Tributaries." 1948. Waring, G. A. "Ground Water in the San Jacinto and Temecula Basins, California." United States Department of the Inte- rior, Geological Survey. Water-Supply Paper 429. 1919. Weir, W. W., and Storie, R. E. "A Rating of California Soils." University of California, College of Agriculture, Agricultural Experiment Station. Bulletin 599. 1936. Winslow, M. M., et al. "County Land Use Planning — Land Use Classification and Mapping of Riverside County, California." 1939. Young, A. A., Ewing, P. A., and Blaney, H. F. "Utilization of the Waters of Beaumont Plains and San Jacinto Basin, California." United States Department of Agriculture, Soil Conservation Service, Division of Irrigation. 1941. Additional references pertaining to geology of the San Jacinto and Elsinor Units are listed on page 101. APPENDIX B GEOLOGY OF SAN JACINTO AND ELSINORE UNITS TABLE OF CONTENTS GEOLOGY OF SAN JACINTO AND ELSINORE UNITS Page CHAPTER I. INTRODUCTION 101 Location and Size of San Jacinto and Elsinore Units 101 Previous Work 101 Acknowledgments 102 Purpose and Scope of Investigation 102 Geologic Map ___ _ 102 CHAPTER II. GEOMORPHOLOGY _ - 103 San Jacinto Mountain Block 103 Perris Block 103 Buried Bedrock Surface 104 Geomorphic History 105 Elsinore Trough __. 106 Buried Bedrock Surface 106 Geomorphic History 106 CHAPTER HI. GEOLOGIC FORMATIONS 107 NonwaterJoearing Group 107 Metamorphic Rocks 107 Undifferentiated Metamorphics 107 Bedford Canyon Formation 107 Igneous Rocks 107 Tonalites and Granodiorites 107 Undifferentiated Granitic Rocks 108 San Marcos Gabbro _ 108 Serpentine 108 Basalt 108 Sedimentary Rocks 108 Mt. Eden, San Timoteo, and Bautista Formations 108 (J round Water in NonwaterJoearing Group 109 Water-Bearing Group _ 110 Fernando (?) Group 110 Ground Water in the Fernando ( ?) Group 110 Older Alluvium 110 Ground Water in Older Alluvium 110 Recent Alluvium 110 CHAPTER TV. STRUCTURE _ 112 Major Faults 112 San Jacinto Fault Zone 112 Hydrologic Significance 113 Hot Springs Fault _ 113 Bydrologic Significance 114 Faults in San Jacinto Mountain Block 114 Page Hydrologic Significance 114 Park Hill Fault . 115 Casa Loma Fault 115 Hydrologic Significance 115 Bautista Creek Fault 116 Hydrologic Significance 117 Glen Ivy Fault 117 Hydrologic Significance 117 Wildomar Fault Zone __ ___ 117 Hydrologic Significance 117 Willard Fault . 117 Hydrologic Significance 117 Major Cross Fault _ 117 Hydrologic Significance 117 Minor Fractures 118 Hydrologic Significance 118 CHAPTER V. GROUND WATER GEOLOGY _ 111 Specific Yield of Water -Bearing Sediments 119 Subsurface Inflow and Outflow 120 Ground Water Movement Under Original Conditions 120 Changes in Ground Water Behavior Due to Pumping 121 Ground Water Geology of Constituent Units __ 121, San Jacinto Unit 121 Upper San Jacinto Valley _ 121 j Hemet Area ' 122 _ Winchester Area 123 \ Menifee Valley 123 Lakeview Area 124 ! Perris Valley _ 124] Elsinore Unit 125 PLATES Follow text of appendix, page 126 B-1A. Northern Portion of San Jacinto-Elsinore, Area, Areal Geology B-1B. Southern Portion of San Jacinto-Elsinore Ana Areal Geology B-2. San Jacinto-Elsinore Area, Geologic Cross See tions B-3A. Specific Yield of Zone 50 Feet Above Watei Table, Winter of 1948-49, Northern Portion B-3B. Specific Yield of Zone 50 Feet Above Watei Table, Winter of 1948-49, Southern Portion ( 100 ) APPENDIX B 103 CHAPTER INTRODUCTION LOCATION AND SIZE OF SAN JACINTO AND ELSINORE UNITS San Jacinto and Elsinore Units in southern Cali- oniia lie east of the Coastal Plain in the northern ■art of the Peninsular Ranges, about 70 miles east- butheast of Los Angeles. To the north are the Trans- terse Ranges and to the east the Colorado Desert. San jaeinto Mountain, rising to a height of 10,831 feet [bore sea level, lies northeast of the valley floor of Ian Jaeinto Unit, and is the highest peak of the San iaeinto Range. This range and adjacent highlands, radually decreasing in elevation from San Jacinto fountain, border San Jaeinto Unit on the north and ast, and on the west and south the unit is surrounded v low hills of crystalline rock. Alluvium, which in laces extends to great depths, covers the valley floor, nd above the floor rise islandJike masses of granitic nd metamorphic rock. The elevation of the valley oor varies from about 1,400 to about 1,700 feet. Lake lsinore lies in a deep northwesterly-trending fault- ■ough southwest of San Jacinto Unit at an elevation ist under 1.250 feet, and on the southwest side of lis graben the Elsinore Mountains rise to heights of ver 3,500 feet above sea level. San Jacinto Unit is drained by San Jacinto River. his river rises in the San Jacinto Mountain block id enters San Jacinto Valley east of the cities of emet and San Jacinto. It begins to percolate heavily b soon as it reaches the valley fill, and in many years ies not flow northwest of San Jacinto. Under natural mditions before development of the area, when suffi- ent flow passed San Jacinto, the river ponded about ine miles northwest of the city in a playa then known ; Mystic Lake. Overflow from this lake moved down channel to the southwest, eventually flowing across ie crystalline rocks rimming San Jacinto Valley and ntering Lake Elsinore through Railroad Canyon. The ver has now been artificially channelized through the vstic Lake area, beyond which it discharges into the •d overflow channel. Under normal conditions of ■ecipitation the San Jacinto-Elsinore area forms a osed drainage basin, but after periods of excep- bnally heavy precipitation, Lake Elsinore overflows to Teinescal Wash, and the basin becomes tributary Santa Ana River. The area of San Jacinto Unit is 717 square miles, d the area of Elsinore Unit is 42 square miles, the a] area of the two units being 757 square miles. In tin Jacinto Unit, mountains and foothills occupy 452 luare miles and the valley floor 265 square miles; in lsinore Unit, mountains and foothills occupy 1H Miare miles and the valley floor 23 square miles. PREVIOUS WORK Existing geologic literature on the San Jacinto- Elsinore area includes papers representing study of various geologic problems in the area. Reference is made to most of these papers in the following pages. The following significant papers have appeared : California Department of Public Works, Division of Water Resources, South Coastal Basin Investigation, Geology and Ground Water Storage Capacity of Valley Fill. Bulletin No. 45, 1934. Dudley, I'. II., Geology of a Portion of the Perris Block, South- ern California, Calif. Jour. Mines Geol., Vol. 31, pp. 487-506, 1935. -, Physiographic History of a Portion of the Perris Block, Southern California, Jour. Geol., Vol. 44, pp. 358-378, 1936. Engel, Bene, Geological Map of the Lake Elsinore Quadrangle, Calif. Div. of Mines, Bull. 146. PI. 1, 1949. (Remainder of report not yet published.) Eraser, Donald M., Geology of San Jacinto Quadrangle South of San Gorgonio Pass. California, Calif. State Min. Rept., Vol. 27. pp. 494-540, 1931. Frick, Childs, Extinct Vertebrate Faunas of the Badlands of Bautista Creek and San Timoteo Canyon, Southern Cali- fornia, Univ. Calif. Dept. Geol. Sci. Bulletin, Vol. 12, pp. 277-409, 1921. Gray, C. H., Jr., Geology of the Corona-Elsinore-Murrieta Area, Riverside County, California Div. Mines Bull. 170, Map sheet No. 21, 1954. Henderson, L. II., Detailed Geological Mapping and Fault Studies of the San Jacinto Tunnel Line and Vicinity, Jour. Geol., Vol. 47. pp. 314-324, 1939. Jahns, R. H., Geologic Guide No. 5, and Chap. II. pp. 29-52, California Div. Mines Bull. 170. 1954. Kundert, C. J., Geologic Map of California. Santa Ana Slieel. California Div. Mines, 1955. Larsen, E. S.. Batholith and Associated Rocks of Corona. El- sinore. and San Luis Rey Quadrangles, Southern California, Geol. Sec Am. Memoir 29, 1948. Mann, J. F., Jr., The Sediments of Lake Elsinore, Riverside County, California; Jour. Sed. Petrology. Vol. 21. No. 3. pp. 151-161, 1951. Geology of a Portion of the Elsinore Fault Zone, Cali- fornia, California Div. Mines Special Rept. 43, 1955. Osborne, E. F.. Structural Petrology of the Val Verde Tona- lite. Southern California, Geol. See. Am. Bull., Vol. 50, pp. 921-950, 1939. Sampson, R. J.. Mineral Resources of a Portion of the Perris Block, Riverside County, California. Calif. Jour. Mines Geol., Vol. 31, pp. 507-521, 1935. Sutherland, J. C. Geological Investigations of the Clays of Riverside and Orange Counties. Southern California, Calif. Jour. Mines Geol., Vol. 31. pp. 51-87, 1935. Waring, G. A., Ground Water in the San Jacinto and Temecula Basins, California, U. S. Geological Survey. Water-Supplj Paper 429. 1919. 102 SANTA ANA RIVER INVESTIGATION Additional reports which have dealt primarily with the hydrology of the area include the following: Albright, Porter II.. Water Supply, ms. J. D. Engineering Report on Elsinore Valley 1927. Includes supplement by Schuyler, Harding, S. T., San Jacinto Hydrographic Investigation, Calif. Div. of Water Rights, duplicated report, 1922. Young, A. A., Blaney, H. F., and Ewing, P. A., Utilization of the Waters of Beaumont Plains and San Jacinto Basin, Cali- fornia, U. S. Soil Conserv. Serv. Progress Report, mimeo., 1941. ACKNOWLEDGMENTS The geology of the nonwater-bearing formations shown on Plate B-l, entitled "Areal Geology," has been reproduced with some modifications from the maps of Larsen (1948), Fraser (1931), and Young, Blaney, and Ewing (1941). Valuable geologic data were furnished by the River- side County Flood Control District and the Metropoli- tan Water District of Southern California, the former also generously furnishing office space and equipment. Water well logs were furnished by a number of drillers, without whose cooperation the computations of specific yield herein reported would not have been possible. Pertinent geologic information was furnished by the following individuals: J. P. Buwalda (deceased), A. 0. Woodford, Thomas F. Thompson, John F. Mann, and Duncan A. McNaughton. The valuable information obtained from these and other organizations and individuals is acknowledged with thanks. PURPOSE AND SCOPE OF INVESTIGATION The geologic field studies on which this appendix is based were made during the years 1048 to 1950. The purpose of this investigation has been to furnish a geologic basis for a detailed hydrologic study of the valley areas of San Jacinto and Elsinore Units. It has been similar to a previous investigation by the Division of Water Resources that covered the re- mainder of the Santa Ana River drainage, along with the rest of the South Coastal Basin. The results of this earlier investigation, conducted by Rollin Eckis, were reported in Division of Water Resources Bulle- tin No. 45 (1934). This previous investigation in- cluded a large amount of experimental work in deter- mination of the hydrologic characteristics — princi- pally specific yield — of the water-bearing sediments. No such experimental work was attempted in the pres- ent investigation. Instead, the determinations of the former study have been applied to similar sediments in the present area, and thus used to compute specific yield. GEOLOGIC MAP The areal geology of the San Jacinto-Elsinore area, shown on Plate B-l, was mapped by field observation, by study of aerial photographs, and by compilation of previous data on the area. Boundaries of alluvium, terraces, the young sediments in the Elsinore area, and "Qr" areas (areas of thinly covered crystalline rocks) were determined almost entirely from photo- graphs and field observations. Boundaries between the nonwater-bearing formations were largely compiled as noted above under "Acknowledgments." APPENDIX B CHAPTER II GEOMORPHOLOGY 103 Three major geomorphic divisions make up the San Jacinto-Elsinore area. From northeast to southwest these are the San Jacinto Mountain block, the Perris block, and the Elsinore trough. SAN JACINTO MOUNTAIN BLOCK The San Jacinto Mountain block is a recently ele- jvated mass which is probably still rising. From San Jacinto Peak, the highest point on this block, eleva- tions generally decrease gradually to the west, mod- erately to the southwest and south, and very abruptly !to the north and east. Old erosion surfaces are pre- served at higli elevations just southeast of San Jacinto Peak. The higher of these, Round Valley, lies at an .elevation of about 9,000 feet, and the lower, Tahquitz [Valley, is about 1,000 feet lower. The two may be .remnants of the same surface, now separated by fault- ing. Another erosion surface of relatively low relief extends for some distance around the southwest side of the San Jacinto Mountain block at elevations be- tween 5,000 and 7,000 feet. The lower elevations here (occur to the south where Strawberry Valley makes up ja part of this surface. Fai'ther south, heavily alluvi- ated Hemet Valley lies at an elevation of about 4,500 feet. A dam has been built at the lower end of Hemet Valley, the impounded waters forming Hemet Reser- voir. The streams draining the southwest slope of the San ■Jacinto Mountain block generally occupy deep, steep- walled canyons. The gradient of many of these, such as Potrero Canyon, the North Fork of San Jacinto River, and Strawberry Creek, increases with decreas- ing elevation, indicating very recent strong uplift along the northwesterly-trending mountain front faults. Southeast of the eastern end of San Jacinto Valley, highlands occur on both sides of the San Jacinto fault zone. The elevations of these generally decrease toward the southwest as they merge into the low hills rimming the Perris block. PERRIS BLOCK The Perris block, lying between the San Jacinto Fault zone and the Elsinore graben, is a relatively stable block of crystalline rock cut by interconnected valleys which are deeply alluviated. The dominant geomorphic process affecting the block in the recent geologic past has been slow erosion of the highland masses and consequent building up of the valley fill. Most of the Perris block is included in San Jacinto Unit. Portions of the western and southern parts of the block, however, drain into parts of the Elsinore trough to the northwest or southeast of the area here considered, and are thus outside the province of this report. The valley lands of San Jacinto Unit may be col- lectively termed "San Jacinto Valley." The alluvial fill of these valley lands has been built up to a re- markably constant elevation by streams bringing in detritus from the surrounding highlands. These ag- grading streams have shifted in position from time to time, as shown by the presence of abandoned chan- nels in certain places. Perhaps the most prominent of these is an abandoned distributary of Bautista Creek which skirts the north edge of the crystalline high- lands southeast of Hemet and crosses State Street into the lower end of Diamond Valley. South of Park Hill a braided pattern of abandoned stream channels has been preserved. The western rim of the comparatively high-lying Perris block is being slowly eroded back by streams which drain into the Elsinore trough and into Santa Ana River in the Riverside-Arlington area. Probably the most active of these occupied Railroad Canyon until the recent construction of a reservoir there. Many geomorphic evidences of faulting are present within and along the faulted margins of the Perris block. These will be discussed in Chapter IV. The trenching of alluvial deposits near the high- lands of the Perris block has resulted in the formation of terraces in several places, notably just southeast of Pigeon Pass and in upper Diamond Valley. In each of these places the trenches are deepest at the edge of the highlands. The surface of the Pigeon Pass ter- races merges, away from the highlands, with the gen- eral alluvial surface of the valley. Terraces are de- noted on the accompanying map (Plate B-l) by the symbol "Qt." Many areas of notable size in San Jacinto Valley are underlain by igneous or metamorphic rocks be- neath a thin veneer of residual or alluvial material. These areas are indicated on the geologic map by the symbol "Qr. " They are distinguished in the field from areas of alluvium by several features : by topog- raphy Avhich is controlled in general by bedrock rather than by alluviation; by common occurrences of boul- ders of weathering ; and by the presence of weathered or fresh bedrock near the surface as exposed in cuts or encountered in wells. It is estimated that the bed- rock surface in these areas averages about 15 feet below ground surface. Extensive "Qr" areas might 104 SANTA ANA RIVER INVESTIGATION be considered pediments, except that most of the ma- terial overlying the bedrock is not in transit, a condi- tion required by most accepted definitions of a pedi- ment. The two most extensive "Qr" areas are in the southwestern part of San Jacinto Valley. From the northernmost of these a nearly continuous strip ex- tends northward along the eastern edge of the crystal- line rocks west of Perris. Northwest of Sunnymead there is a rather broad "Qr" area, only a part of which lies within San Jacinto Unit. Other "Qr" areas are shown elsewhere in San Jacinto Valley on Plate B-l. Two erosion surfaces in highland areas of the Perris block have been described by Dudley and Larsen in references previously cited. These are the Perris sur- face, which is best developed at an elevation of about 1,700 feet in the hills west of Perris, and the Lakeview surface, which is about 500 feet higher and shows good development in Juniper Flat in the Lakeview Mountains. Buried Bedrock Surface Sufficient well data have been obtained in Perris Valley to show that the alluvial material of which the valley is composed covers an old bedrock land surface into which has been cut a system of steep- walled canyons. Topography on the crystalline base- ment rock, as nearly as it can be determined, has been reproduced on Plate B-l. Contours have been drawn only in Perris Valley, since a sufficient number of records of wells bottoming in basement rock else- where is not available. However, enough well logs are on hand to indicate that corresponding depths to bed- rock occur throughout the alluviated areas. The buried bedrock canyon in Perris Valley generally parallels the long axis of the valley and extends from north of Moreno to Romoland. It is entered by tributary can- yons on both sides. Underlying the Moreno area the canyon extends to the southwest, continuing in this direction until opposite March Air Force Base, where it is joined on the north by a tributary canyon which has been trending south-southeast. The canyon then continues nearly due south to a point between Orange Avenue and Nuevo Road, where it turns in a south- easterly direction toward Romoland. North of Orange Avenue, two large tributary can- yons enter the buried canyon from the east. The cross- section profiles of these canyons have been accurately determined by two lines of test holes run across the valley between the Bernasconi and Mt. Russell ranges by the Metropolitan Water District of Southern Cali- fornia, which at one time considered use of the area for a reservoir. As shown by Plate B-l, gradients for some distance on either side of the canyons are gentle, but the canyons themselves are very steep-sided. There is a drop of 143 feet in a horizontal distance of 400 feet on the .south side of the southernmost canyon along the western line of test holes, showing a slope of 36 per cent, and a drop of 89 feet in a horizontal distance of 100 feet on the north side of the same canyon, showing a slope of 89 per cent. The main Perris Valley canyon has a similar profile. For about five miles north of Perris the rim of the steep west wall of the canyon lies approximately beneath High- way 395. West of this line the bedrock gradient is much gentler until the edge of the alluvium is reached, and beyond the edge of the alluvium the gentle slope, no longer buried, continues into the hills northwest of Perris. The deepest Perris Valley well for which a record is available was drilled north of Martin Avenue 1.2 ' miles east of Highway 395, near the center of the j buried bedrock canyon. It was drilled to a depth of 875 feet without striking basement rock, which is thus at an elevation of less than 585 feet above sea level at this point. The deep bedrock canyon extends at least as far as Romoland, since a well on the east side of that village was drilled to a depth of 785 feet before striking basement rock at an elevation of 663 feet above sea level. Records of deep wells in Menifee Valley indicate that a buried bedrock canyon is prob- ably also present there. Three wells in the western part of that valley have been drilled to depths be- tween 400 and 410 feet, only one of these possibly having reached basement rock. Elevations of the bot- toms of these wells are just over 1,000 feet above sea j level. No deep well records are available for the Winchester area, but it is considered likely that a bedrock canyon extends beneath the area in an east-west direction. It is also believed that a deep northeastward-trending canyon extends through the Lakeview area between the Bernasconi Range and the Lakeview Mountains. Two wells there are known to have been drilled to depths of over 600 feet in alluvial sediments, one going down 610 feet just north of Nuevo Road one mile east of the San Jacinto River channel (see Plate B-l), and the other 655 feet about 0.3 mile north of Lakeview Avenue (exact location uncertain). The elevation of the bottoms of these wells are 822 feet and about 785 feet, respectively. No records of wells reaching basement rock in this area are available. In upper San Jacinto Valley and the llemet area, and probably in other places in the Perris block, Pleistocene and possibly Pliocene sediments similar to those outcropping in the San Timoteo Badlands gen- erally overlie the crystalline rocks. In the deep wells it is difficult to determine from the driller's record where the well passed the base of the unconsolidated alluvium and entered the more consolidated older sediments. The type of topography on the surface of the crystalline basement in upper San Jacinto Valley and the llemet area has not been determined. It is APPENDIX B 105 >elieved that buried canyons probably exist southwest if the Casa Loma fault; but northeast of it notable Modification of the bedrock topography by faulting Las probably occurred. The topography of the crystalline rock surface be- jieath Perris Valley is one of youthful, V-shaped can- ons cut into an area of moderately high relief and ariable slope. In general, except for the steep-walled anyons, the concealed topography here is probably imilar to that remaining above cover. Areas of low 'elief occur ; for example, between the two tributary anyons entering Perris Valley from between the Bernasconi and Mt. Russell Ranges. A similar area ,bove cover is the residual surface northwest of Sun- lymead. Although the exposed surface northwest of iSiuniymead is now about 200 feet higher than the juried area of low relief, the two may represent ero- ;ion surfaces of the same age. A buried area of gentle jlope west of Highway 395 northwest of Perris is ontinuous with a gentle exposed slope to the west bove the alluvium, as has already been described. A ew slopes apparently as steep as the sides of the uried canyons are exposed above the alluvium; for Kample, some of the slopes of the Bernasconi Range. | The buried canyons described above were cut by ctive streams probably having rather steep gradients, 'he point where the drainage left the Perris block b not readily apparent, for the alluvial fill is now urrounded on all sides by nonwater-bearing rock. The bwest point in the nonwater-bearing rim is at an de- lation of about 1,400 feet above sea level in the south- western part of Menifee Valley. This is over 800 feet ligher than the lowest point so far discovered in the i'erris Valley canyon. The direction of slope of the anyons would be of value in determining the point ■f egress from the basin, but sufficient well data on ledrock elevations are not available to establish this [ireetion. The angles at which tributaries enter Per- is Valley canyon, however, suggest that flow was to he south, since in that case they would have entered fc the usual acute angle pointing downstream. > A large drainage channel crossing the crystalline Dcks west of Perris Valley was discovered during instruction of the Val Verde tunnel by the Metro- olitan "Water District of Southern California. Ac- irding to Thomas P. Thompson, geologist with the fetropolitan Water District at that time, this chan- -el can be traced across the rocks of the basement miplex from Perris Valley to the Elsinore trough, I though sections of it have been elevated and others .epressed by northward-trending faults within the ystallines. This alluvium-filled channel is as much 3 200 feet deep, and on the order of 300 to 400 feet i'le. It is not readily located, since boulders on the lrface of the alluvium look similar to boulders of feathering on the nearby bedrock. The crystalline >ek hills immediately west of Perris Valley are evi- ently continuous, the channel first appearing farther west. The crystalline block just west of Perris Valley, therefore, is probably a horst. This alluvial channel was probably occupied by the San Jacinto River in the fairly recent geologic past. It may have been occupied at the time the deep bed- rock canyon of Perris Valley was cut ; or more likely, the bedrock canyon may have been cut earlier and was partly alluviated by the time the channel in question was occupied. Uplift along a fault trending north- westerly along the west side of Perris Valley prob- ably dammed the westward flowing channel. At some time after this the river found its present outlet in Railroad Canyon. If the crystalline rock canyon in Perris Valley was cut previous to the time when San Jacinto River oc- cupied the channel just described, it is possible that drainage left the Perris block on its north side in the vicinity of the San Timoteo Badlands, while the can- yon was being cut, and that this outlet has since been blocked by uplift on the northeast side of the San Jacinto fault. It is not known whether flow in Perris Valley canyon was to the south or the north at that time. If it was to the south, the stream must have turned to the northeast at a point east of Perris and flowed through the Lakeview area and out of the basin on the north. Or, if flow in Perris Valley was toward the north, the tributaries being barbed, the stream must have continued to the northeast through the Moreno area and from thence out of the basin. If the first alternative is correct, drainage from Menifee Valley and part or all of the Winchester area prob- ably flowed out through the Lakeview area ; or if the second is right, their drainage was northward through Perris Valley. Geomorphic History The following presents a plausible interpretation of the more recent geomorphic history of the Perris block. For discussions of earlier geomorphic history, the reader is referred to the publications of Dudley (1936) and Larsen (1948). The events described prob- ably began late in the Pliocene or in the Pleistocene period. Active streams cut V-shaped canyons in the Perris block, where some relief had already been developed and some earlier erosion surfaces were preserved. The rocks making up the block were mostly crystallines, but some sediments were also present, particularly in the north and east. The point of exit of the master stream from the Perris block probably changed at least twice in the period under consideration. At first it is likely that the block drained to the north, across the present area of the San Timoteo Badlands. This exit was used until movement on the San Jacinto fault, which the stream crossed, initiated a rise of the land which tended to block the stream. Downcuttine by the 106 SANTA AXA KIVER INVESTIGATION stream across the rising fault block and aggrading in the canyons upstream probably made it possible for the stream to maintain its course for a time, but eventually the rising northeast limb of the fault blocked the stream entirely. The Ferris block thus probably became a closed basin for a time, alluviation occurring in all the can- yons, until drainage broke over the divide to the west. At this time the cutting of the channel west of Perris described above probably began. This channel was oc- cupied for a considerable period of time, during the latter part of which it was deeply alluviated, possibly by uplift in the western part of the area crossed near the developing Elsinore trough. This channel was eventually blocked, probably by a rise of the west limb of a fault bounding Perris Valley on the west. The Perris block became a closed basin again, and ero- sional material from all the surrounding highlands continued to fill it toward its present level. The heaviest contributor of sediments was the San Jacinto Mountain block, which was rising with the same move- ment that had originally blocked the north-trending drainage across the San Timoteo Badlands area. As the valleys were filled more deeply, gradients con- tinually became gentler and streams more slow-mov- ing. Temporary lakes undoubtedly formed in some places. There is no evidence from well logs to indicate that most or all of the valley has ever been covered by a single lake. At some time in the period of fill, probably in its late stapes, water began to spill over the divide to the southwest into the Elsinore trough, and the cutting of Railroad Canyon began. San Jacinto River has probably taken more than one course from the moun- tains to Railroad Canyon during this period, abandon- ino- channels when alluviation built them up too high, or when forced to take another route by activity along the San Jacinto or Casa Loma faults. It is probable that the river has at times occupied essentially the same route as that now traversed by Salt Creek. Al- luviation of the valleys of the Perris block is con- tinuing at the present time, but headward erosion in Railroad Canyon has been practically eliminated by the construction there of Railroad Canyon Reservoir. ELSINORE TROUGH The Elsinore trough is a complex northwest-trend- ing graben bounded on the northeast by the Perris block and on the southwest by the Elsinore Moun- tains. The present report is concerned principally with the part of the trough that drains into Lake Elsinore. Lake Elsinore is surrounded on all sides but the southeast by fault scarps. The fault along its north- eastern edge is called the Glen Ivy fault by Larsen. On the upthrown side of this fault there is a discon- linuous line of low hills, and through a break in these hills Lake Elsinore overflows down Temescal Wash after periods of very heavy precipitation. The prin- cipal fault northwest of the lake appears to be a northerly-trending cross fault at the base of the moun- tains just east of the mouths of Leach and McVicker Canyons, between one and two miles northwest of the lake. The lake is contained on the southwest by the scarp face of the Elsinore Mountains. No cross fault is known to be present southeast of the lake, but a gentle up-warp of the valley floor may form the sur- face divide there. Geomorphic expressions of faulting in the Elsinore trough are discussed in Chapter IV. Buried Bedrock Surface Little is known from well records of the topography of the bedrock surface underlying the Elsinore Unit. The alluvial cover is deep between the Glen Ivy and Wildomar faults, the major inner faults of the Elsi- nore graben. On the southeast side of the lake a well near Corydon Street about 0.25 mile southwest of Highway 395 is reported by Schuyler (1927) to have been drilled to a depth of 1,500 feet in sediments. If this information is correct, the crystalline rock floor of the graben is over 200 feet below sea level at this point. On the northwest side, available logs show the deepest wells to be 404 and 420 feet deep, neither well reaching basement. However, a driller has re- ported wells 700 feet deep in alluvium here. Southwest of the Wildomar fault, depths to bedrock in wells indicate that the canyons of the northeast face of the Elsinore Mountains continue toward the lake beneath alluvial cover. Depths to bedrock are generally moderate. The deepest well for which a record is available, located about 1,000 feet southwest of Grand Avenue about 2.25 miles east of the High- way 74 junction, apparently reached basement rock ' at 318 feet. Geomorphic History During the period in which the Elsinore trough has been sinking, it has become deeply alluviated by streams draining the surrounding highlands. At times the Lake Elsinore area may have been occupied by through streams of the same type as Temescal Wash and Murrieta Creek, which drains the trough south- east of the lake. At other times the drainage maj r have been ponded into lakes similar to the present Lake Elsinore. Like all lakes, Lake Elsinore is a temporary feature geologically. Its destruction may come by lowering of the divide either on the northwest or the southeast by faulting or warping, by headward erosion of Temescal Wash or Murrieta Creek breaching one of these di- vides, or by filling of the lake with sediment. In an area of extreme seismic activity such as the Elsinore trough, the first possibility is considered by far the most likely. APPENDIX B 107 CHAPTER III GEOLOGIC FORMATIONS NONWATER-BEARING GROUP The water-producing basins of San Jacinto and Elsinore Units are composed in general of water- bearing sediments contained in irregularly shaped basins of nonwater-bearing rock. Wells of large draft occur exclusively in the water-bearing sediments, but water is also present in varying amounts, generally small, in the nonwater-bearing formations. The non- water-bearing group includes all crystalline rocks plus sedimentary formations too impermeable to yield wa- ter to wells in sufficient quantity for irrigation. As shown by Plate B-l, the rocks of this group form the rims of the allnvial valleys and form the hills sur- rounded by alluvium in the central parts of the val- ; leys. Metamorphic Rocks The metamorphic rocks are the oldest exposed in ', the San Jacinto-Elsinore area. They occur mostly in [ its southern and western parts. Undifferentiated Metamorphics. The older meta- morphic rocks are schists and gneisses which Larsen i (1948) assigns to the Paleozoic era. They are exposed i in the hills north and south of "Winchester. Additional metamorphics included in the "undifferentiated" classification in the present report occur in several : places in the San Jacinto Mountains from Lamb Can- yon to Diamond Valley. Excellent exposures occur along the Lamb Canyon Road. Larsen describes typi- cal Paleozoic schists as being ' ' rather coarsely crystal- line, well-laminated rocks in which mica is a promi- nent constituent. They grade from quartz schists to mica schists, but nearly all have much quartz. ' ' The Paleozoic metamorphics near Winchester strike ap- proximately N. 70° W. and dip to the northeast. Atti- tudes in the San Jacinto Mountain block are variable. Bedford Canyon Formation. The younger and less highly metamorphosed rocks found in the south- western part of the San Jacinto-Elsinore area are assigned by Larsen to the Bedford Canyon formation, the formation of Triassic age which makes up most of the Santa Ana Mountains. He states that the for- mation is more highly metamorphosed in its eastern occurrences, which would include most of the area of he present report. There the larger bodies are "slates md sericite schists with rather coarse sericite. In the smaller screens the metamorphism is to coarser mica schists, quartzites, and granular gneisses." An exposure of the Bedford Canyon formation in he Elsinore area south of Riverside Street about 0.3 mile east of Highway 71 is composed of brown, blue- gray, and buff slate interbedded with gray-brown fine-grained sandstone and cut by a mildly metamor- phosed melanocratic dike. Foliation is apparently parallel to the bedding, and the foliation planes are irregularly wavy. The metamorphic rocks between the City of Elsinore and Railroad Canyon are mostly phyllites and low-grade schists. In a cut along the road to Quail Canyon Country Club about four miles south of Perris, rocks of the Bedford Canyon forma- tion include quartzite and siliceous gneiss cut by ir- regular mesocratic igneous masses of granitoid tex- ture. The strike of the foliation of the Bedford Canyon formation averages about N. 45° W. in the San Ja- cinto-Elsinore area, and the dip is generally to the northeast at a steep angle. Igneous Rocks Most of the igneous rocks of the San Jacinto-Elsi- nore area are plutonics. They have been described in detail by Dudley (1935), Fraser (1931), and Larsen (1948). All of these authors supplemented their field work with petrographic analyses. The nomenclature of formations used here will be that employed by Larsen, whose publication is the most recent. Tonalites and Granodiorites. In this group are included five different formations which Larsen maps separately, but which have certain petrologic similari- ties : the Bonsall tonalite, Lakeview Mountain tonalite, Woodson Mountain granodiorite, granodiorite west of Lakeview, and Domenigoni Valley granodiorite. All contain quartz, white to gray plagioclase, and gen- erally both hornblende and biotite. Potash feldspar in the granodiorites may be pink. All but the Lake- view Mountain tonalite and Woodson Mountain gran- odiorite contain abundant oriented dark inclusions, and even these rocks contain a lesser number of in- clusions. Perhaps the most striking characteristic of the rocks of this group is their mode of weathering. All form huge boulders of weathering which readily identify the areas they underlie. In some places the rocks of this group are very gneissoid; for example, north of Sunnymead east of Pigeon Pass Road. Here the marked foliation strikes a little west of north and the dip is to the east. The Bonsall tonalite composes most of the hills bounding Perris Valley on the west and north ; the Mt. Russell and northern part of the Bernasconi Ranges; and smaller patches in and near the Lake- view Mountains, Railroad Canyon, and the Elsinore L08 SANTA ANA RIVER INVESTIGATION Mountains. The Woodson Mountain granodiorite underlies rather extensive areas on either side of the Elsi •<■ trough. The Lakeview .Mountain tonalite composes most of the mountains of that name and underlies several smaller areas, including a few north- cast of tin 1 San Jacinto fault zone. The granodiorite west of Lakeview and the Domenigoni Valley grano- diorite occur only in and near their type localities. Tonalite boulders of great size occur in a very un- usual position between Lamb and La Borda Canyons about one mile northeast of the San Jacinto fault zone. They overlie sediments of the Plio-Pleistocene group. They occur in a strip about 2,000 feet wide, across the upland, and also in places near the stream channels. Some of these boulders are as much as 30 feel in diameter. They are all of the same lithologic type, a mediumJight-colored granitoid rock contain- ing light gray plagioclase, both biotite and horn- blende, and a little quartz. Larsen has mapped the rock as Lakeview Mountain tonalite. Any foliation it possesses is extremely weak, which is unfortunate, as either consistent or random orientation of foliation would be of great value in determining the history of the boulders. The nearest Lakeview Mountain tonalite in place is mapped by Larsen just west of La Borda Canyon. Another patch lies a little over one mile north of the boulder area. An area of schists and gneisses joins the boulders on the southeast, but an intrusive contact between the tonalite and the metamorphics seems very unlikely from analyses of field relationships. Several theories may be advanced to explain the presence of the tonalite overlying Plio-Pleistocene sediments, of which the following are the most likely: their occurrence may be due to an overthrust fault, a stream deposit, a mudflow, or a landslide. Evidence which supports the overthrust fault theory is the homogeneity of the boulders ; opposing evidence includes the lack of known thrust faulting in the vicinity, and the absence of tonalite in place just north or south of the boulder strip. Evidence supporting the stream deposit theory is the occurrence of tonalite in the form of boulders ; opposing evidence includes the homogeneity of the boulders, their pres- ence over the upland, and their tremendous size. Evi- dence supporting the mudflow theory is the occur- rence of the boulders in a long, narrow strip ; opposing evidence again includes homogeneity of the boulders. Evidence opposing the landslide theory also includes homogeneity of the boulders, and the absence at pres- ent of nearby highlands from which a slide is likely to have come. It is believed that the field conditions are best met by either the mudflow or landslide the- ories, but further study will be necessary before any t henry can be definitely established. Undifferentiated Granitic Rocks. The granitic rocks cast of the 117th meridian, which lies just west of Kirby Avenue west of Hemet, were found by Fraser to range from granite to quartz diorite. did not map the various types separately, however and Larsen 's map of later date does not extend that far east. The granitic rocks of this area are neverthe- less similar to the rocks mapped in detail to the west. For example, Larsen states that the ' ' Lakeview Moun- tain tonalite is the most abundant granitic rock" of the San Jacinto quadrangle, which lies just east of the 117th meridian. San Marcos Gabbro. The numerous small bodies of gabbro in the San Jacinto-Elsinore area have been named the San Marcos gabbro by Larsen. This rock is highly variable in composition, its various types, I as described by Larsen, including olivine gabbro, norite, anorthosite, quartz gabbro, and hornblende gabbro. In places the different rock types are "a few tens of feet or less across." The San Marcos does not form boulders of weathering as do the more acidic plutonics. The most extensive areas underlain by gabbro in the San Jacinto-Elsinore area lie on either side of the Elsinore trough, as shown on Plate B-l. Smaller bodies occur in places in the southern part of San Jacinto Valley. Serpentine. A small body of serpentine occurring about three miles west of AVinchester has been de- scribed by Larsen and is shown on Plate B-l. Basalt. A few small patches of basalt occur in the Elsinore Mountains within the province of this report. Sedimentary Rocks Mt. Eden, San Timoteo, and Bautista Formations. The Mt. Eden, San Timoteo, and Bautista formations are the only sedimentary formations in the San Jacin- to-Elsinore area which are classed as nonwater-bear- j ing. They consist of continental deposits of Pliocene and Pleistocene age and underlie large areas in the northeastern and eastern parts of San Jacinto Unit. The formations were named by Frick, who assigned them the following ages on the basis of their verte- brate faunas : Mt. Eden, upper lower Pliocene ; San Timoteo, late Pliocene; Bautista, Pleistocene. The Mt. Eden formation was first called the "Eden beds," but the name was changed by Fraser at Frick's sug- gestion, since the other name had been pre-empted. Frick did not map boundaries between these forma- tions, nor did he work out their detailed stratigraphy. Fraser mapped the sediments lying north of the Hot Springs fault and east of the 117th meridian as Mt. Eden, and those south of the fault as Bautista, and he differentiated a lower "red bed" member of the Mt. Eden formation. MeNaughton (oral communica- tion) has recently differentiated the San Timoteo and APPENDIX B 109 Mt. Eden Formations stratigraphically and has sub- divided the San Timoteo. His work was done for a litigation, however, and was not available for publi- cation at the time of this writing. Lithologieally, the Mt. Eden, San Timoteo, and Bautista formations have many similarities. They are (•(imposed almost entirely of continental elastics — poorly consolidated sandstones and conglomerates, sands and gravels often containing much silt and/or clay, and silts and clays in varying stages of lithifica- tion. According to Frick, the Mt. Eden beds are Characterized by greenish and bluish calcareous shale and are generally finer grained and better indurated than those of the younger formations. A few beds of limestone probably belonging to the Mt. Eden forma- tion were found during the present study along Jack- rabbit Trail about 0.75 mile north of its junction with Highway 79. This limestone is light to dark gray in color and contains a high percentage of insolubles. It occurs in highly fractured beds up to two inches thick interbedded with poorly consolidated gray-green calcareous shale. Typical San Timoteo is composed of a larger per- centage of coarse elastics. Beds of pebbles in a matrix of sand and silt are common. A representative bed of sandstone, probably from the San Timoteo, observed near the junction of Highways 60 and 79 northeast of Moreno, is light colored, friable, and high in feld- spar and mafic minerals. It varies from fine- to me- dium-grained but contains some pebbles. Grains are sub-angular to sub-rounded. Nearby is a gray, friable siltstone containing some fine sand. The most common lithologic types in the Bautista formation are. according to Frick : nodular, indurated, sandy clays ; lustrous black, micaceous clays alternat- ing with fine sands; nonindurated sands; and fine brown-gray, micaceous sandstones. Bautista sand ob- served along Highway 74 about four miles east of Valle Vista is a light colored, poorly sorted, fine-to coarse-grained sand composed of sub-angular to sub- rounded detritus from granitic rock. Bedding is ir- regular, and dark sand is interbedded with the light. Limestone apparently in the Bautista formation was found about 4i miles airline southeast of Valle Vista at the northern edge of a terrace along Bautista Creek. From the point of view of the present study, separa- tion of the Mt. Eden, San Timoteo, and Bautista for- mations is not necessary, since the permeability of each is low. All are indicated on the accompanying geologic map (Plate B-l) by the same symbol (TQs). Structure of the San Timoteo Badlands is complex. Along the line crossed by Highway 60 it is apparently I anticlinal, the axis of the anticline crossing the high- way at a high angle somewhere near the principal drainage divide. Southwesterly dips are common all along the southern edere of the sediments from High- way 60 to Lamb Canyon. However, along that canyon, the sediments north of about one mile north of High- way 7!* mostly dip very gently to the northeast. Ac- cording to Fraser, the sediments between Bautista Creek and the San Jacinto River generally dip gently to the north and have a west-northwest strike. North of the river the strike averages about east-west and the direction of dip varies. Ground Water in Nonwater-bearing Group Ground water in crystalline rocks occurs in weath- ered zones near the surface, or at depth in fractures in the rock. Joints may carry enough water to supply domestic wells. With depth these joints become tighter, and fractured zones along faults act as the principal conduits for water. In some cases the amount of water contained in and behind a fault or fault zone can be very large, as was shown by flows encountered by the Metropolitan Aqueduct tunnel which was driven through the San Jacinto Mountain block. Many wells have been put down in weathered or fresh crystalline rock in the San Jaeinto-Elsinore area, but almost without exception the yields have never been greater than a few miner's inches. Wells in crystalline rock within the City of Elsinore yield hot mineralized water. The city water supply is taken from wells of this kind, which in recent years have had to be drilled to depths as great as 900 feet through the crystallines. The water is found in fractures in the rocks and may be derived from the nearby Glen Ivy fault zone. Available evidence indicates that the Mt. Eden, San Timoteo, and Bautista formations generally have low permeability in the area covered by this report. In Division of Water Resources Bulletin No. 45, the upper San Timoteo formation is considered to be waterbearing in the San Timoteo Unit to the north. A change in facies to the south may be the cause of the decreased permeability in the San Jacinto Unit. Only one of seven wells reported from the San Timo- teo Badlands south of the drainage divide produced any water, and that was a well north of Highway 60 which was drilled for oil but which in 1949 was flow- ing a small amount of warm water. One of the six nonprodi icers was drilled to a depth of over 200 feet at Eden, but, according to a driller, it would not yield over a quarter of a miner's inch of water. Four of the other wells were drilled near the mouth of Jack- rabbit Trail Canyon, and the most recent of these, completed in 1949, went down 1,518 feet. This well remained in sediments to the bottom but was a dry hole except for a small amount of hot water, appar- ently from a fault of the San Jacinto zone, which was encountered at 1,470 feet. A well in the Bautista formation drilled in 1948 a few feet south of Highway 74 about three miles east of Valle Vista was abandoned apparently as a dry no SANTA ANA RIVER INVESTIGATION hole. The well began in alluvium but was observed to enter Bautista shale at a depth of about 16 feet. Drilling is reported to have continued to a depth of several hundred feet. Slow movement of water through the formations making up the San Timoteo Badlands is shown by damp zones persisting a week or more after rains in the road cuts along Highway 60. Some of the coarse- grained, poorly indurated strata of the three forma- tions of Pliocene and Pleistocene age evidently trans- mit water to some extent. However, the over-all low permeability of these formations is shown, among other things by the lack of good wells in areas which thev underlie. WATER-BEARING GROUP Fernando (?) Group The pre-terrace water-bearing sediments of the Elsi- nore trough are called Fernando (?) in Division of Water Resources Bulletin No. 45, where their age and correlation are indicated to be uncertain. The extent of this formation in the Lake Elsinore area is shown on Plate B-l. The Fernando ( ?) beds in the vicinity of Lucerne were called ' ' Older f anglomerate ' ' by En- gel (1949), but some of the sediments southwest of the lake which are mapped as Fernando in the present report are shown on En gel's map as younger "Fan- glomerate and terrace deposits." J. F. Mann, who has recently mapped an area farther to the southeast in the Elsinore trough, correlates Engel's "Older fan- glomerate" in part with his own "Temecula arkose. " In the Lake Elsinore area the pre-terrace sediments occur in hills north of the lake and over a consider- able area south of it, Where exposed north of the lake, the formation is composed in large part of layers of poorly consolidated, poorly sorted, subangular granitic sand alternating with layers of cobbles and boulders in a matrix of granitic sand. The cobbles and boulders are commonly granitics, gneiss, quartzite, and dacite (?), and in places include clay pebbles from the underlying Martinez formation. A bed of pisolitic, semi-lithifled clay occurs in the Fernando (?) over- lying the Martinez formation in the Alberhill clay pits, about two miles north of Lucerne. Stratification is often poorly developed in this formation. Wherever observed, the beds were either flat-lying or nearly so. Samples of fine gravel tightly packed in a matrix of finer sediment were observed after being taken from a well in this formation south of Lake Elsinore. Ground Water in the Fernando (?) Group. Al- though this formation is here listed as water-bearing, its average permeability is actually low. Only one well, located about one mile east of Highway 71 and 0.4 mile south of Bundy Canyon Road, was known to produce sufficient water from the pre-terrace sedi- ments for irrigation in 1949. A number of wells that would not support heavy pumping drafts were re- ported, although sufficient water for domestic purposes could be obtained from most wells. Older Alluvium Terrace deposits were called "Older alluvium" in Division of Water Resources Bulletin No. 45, and this name will be used here. The age of these deposits is generally considered to be Pleistocene. Within the zone of weathering, Older alluvium generally con- tains a relatively high percentage of residual clay resulting from the breakdown of the original min- erals. The deposits are characterized by a reddish brown color due to oxidation. The terraces near Pigeon Pass, in upper Diamond Valley, and southeast of Lake Elsinore all contain notable amounts of sub- angular granitic sand and some gravel. The Diamond Valley sands are somewhat more consolidated and show well-developed cross-bedding in places. It is possible that these last-mentioned deposits are some- what older than the other terrace deposits of the San Jacinto-Elsinore area. Ground Water in Older Alluvium. Below the zone of weathering, Older alluvium may be similar to the Recent alluvium and may contain strata of unweathered sand and gravel of high permeability. Few wells have been begun in Older alluvium in the San Jacinto-Elsinore area, however, probably because of the irregularity of the terrain and the shallowness in many places of the alluvial cover. Three wells, none of which produced sufficient water for irrigation, are reported to have been drilled in the years just prior to 1950 in the Diamond Valley ter- races east of Mica Butte. The failure of these wells to produce indicates that permeability in these terraces is probably quite low. Recent Alluvium Recent alluvium covers most of the valley floor in the San Jacinto-Elsinore area, as shown in Plate B-l. The depth to which deposits of actually Recent age extend is not known, but this depth is not significant for the present study because the character of the underlying Pleistocene fill is similar to that of the Recent. In fact, beds of Tertiary age may be reached by pumping wells in some places. The characteristics of all the water-bearing alluvial fill will be discussed briefly in this section. Alluvium fills the bedrock basins of the San Jacinto- Elsinore area to great depths, and in these sediments occurs most of the ground water which is available for pumping. The alluvium is composed of a complex of sands, gravels, silts, and clays, and includes all con- ceivable combinations of and gradations among these sedimentary types. Some sands and gravels are fresh and clean, and these are the most prolific water-pro- APPENDIX B 111 iucing sediments. Other sediments were poorly sorted when laid down and contain a high percentage of [ines. Still others were subjected to long continued weathering before being buried and now contain a liigh percentage of residual clay. The finer sediments presumably include both silts and clays. At most places in the alluvium, strata of the same ype are not continuous over extensive areas. Instead, the more pervious strata in particular generally oc- mr in stringers and lenses that are largely surrounded by impervious material. Such stringers and lenses were laid down in the channels of the streams which have slowly filled the basins with alluvial material in 'he course of thousands of years. While the stream channels in existence at any given time were being illed with sands and gravels, the surrounding areas received only fine deposits in times of flood, and at )ther times were subjected to weathering which re- sulted in the formation in their deposits of an in- creased percentage of residual clay. Evidence that most of the sand and gravel aquifers occur as stringers is shown by the fact that water- faring zones, as indicated by logs, cannot commonly )e correlated between wells as close together as a few Hundred feet. A typical sharp horizontal break was discovered during drilling of a domestic well in 1948 just west of Perris Boulevard about 1.2 miles north ;>f Markham Street. Down to a depth of 195 feet the 'ormations were all impervious, being classified by he driller as clay, clay and sand, and clay and silt. U 195 feet enough Avater-bearing sand and gravel fell into the bottom of the well to fill in 35 feet of the hole. The sand and gravel was apparently from a stringer which the well missed by a few feet, but which finally broke through the intervening imper- vious wall of fine material and fell into the well. Such horizontal changes sometimes make large water pro- ducers of wells which have been drilled entirely in nearly impervious formations. Further evidence of the discontinuity of water-bear- ing sands and gravels is the very steep gradient on the west side of the deep trough, or regional cone of depression, along the long axis of Perris Valley. A similar shallower trough is present east of "Winchester. If the aquifers were well connected, enough water would flow down the steep slopes of these cones of depression to reduce their depth, or in time, to elimi- nate them entirely. This process does not take place, however, as the cones of depression are not appreci- ably modified even in winter when pumping is at a minimum. It must be concluded, then, that water is not free to move readily into the troughs. The best ex- planation of this phenomenon is that the water-bear- ing sands and gravels along the sides of these cones of depression are separated by silts, clays, and sandy clays which are effective barriers to rapid water move- ment. The seal of fines between aquifers is of course not complete, and if pumping were to stop in Perris Val- ley, the regional cone of depression would gradually fill, and only the gently sloping water table which existed before pumping began would remain. 112 SANTA ANA RIVER INVESTIGATION CHAPTER IV STRUCTURE MAJOR FAULTS Most of the prominent faults in the San Jacinto- Elsinore area trend to the northwest. The most strik- ing of these compose the San Jacinto fault zone, which bounds the northeastern edge of San Jacinto Valley, and the Elsinore fault system, which forms the graben in which lie Lake Elsinore and the valleys to the northwesl and southeast. All of the major faults in the northwest-trending system have been recently active. Evidences of this include numerous scarps, sags and sag ponds, fault si i vers, and fault gouge which in many places acts as a barrier to water movement, even in alluvium. Movement along faults has been of varying types; for example, along the San Jacinto zone movement prob- ably has included both important horizontal and verti- cal components, but in the case of the Casa Loma fault no horizontal movement is believed to have taken place. A few major faults that do not belong to the north- west-trending system occur in and near the San Ja- cinto Mountain block and in the Elsinore area. San Jacinto Fault Zone The San Jacinto fault zone crosses the San Jacinto Unit drainage divide about 1.5 miles east of Reche Canyon (see Plate B-l). From there it extends south- eastward, forming the contact between the nonwater- bearing rocks and the alluvium of the valley. East of the City of San Jacinto the most prominent fault of the San Jacinto zone apparently turns in a more southerly direction and extends approximately along the channel of Bautista Creek until it intersects the Park Hill fault south of Valle Vista. Its location here is based primarily on differences in water levels. Southeast of Park Hill and Poppet Creek the stresses that caused the San Jacinto fault zone have appar- ently been relieved by movement along several more widely spaced fractures — the Hot Springs, Park Hill, and Bautista Creek faults. The Hot Springs fault is very prominent in the eastern part of the area shown on the accompanying map, but farther to the southeast it apparently loses its effectiveness. The most prominent fault extending to the southeast be- yond the area mapped is the Bautista Creek fault. The complex character of the San Jacinto fault zone is well shown on Plate B-l and also Plate B-2, entitled "Geologic Cross Sections," on which are lo- cated the most readily detected of the many faults making up the zone. As is shown, some of the faults ent the alluvium, some form the contact between the alluvium and the nonwater-bearing rock, and some extend through the nonwater-bearing rock. Prominent fractures occur in en echelon arrangement in several places. Many of the irregularities at the contact be- tween the alluvium and the nonwater-bearing rock are caused by complexity in the fault pattern. Scarps along faults cutting the alluvium 2,000 feet or more southwest of the front of nonwater-bearinr> rock occur about two miles southeast of the junction of Highways 60 and 79, and opposite the mouths of La Borda and Lamb Canyons. In other places, allu- vium nearer the nonwater-bearing rock has been faulted up to form a prominent terrace; for example. along Highway 79 between 0.25 mile and one mile northwest of the mouth of Jackrabbit Trail Canyon. Fault facets are well developed at the contact be- tween the crystalline rock and the alluvium just north- west of the junction of the San Jacinto and Hot: Springs faults. The name "Claremont fault" is some-: times given to the main fracture of the San Jacinto zone lying within the nonwater-bearing rocks. The' Claremont fault enters the San Jacinto Unit from the northwest near the point Redlands Blvd. crosses the divide. The fault crosses Redlands Blvd. at a hairpin turn just north of the divide, and there con- siderable disturbance of the partly consolidated sedi- ments has taken place. Beds on the northeast side of the fault are composed of nearly flat-lying, poorly consolidated gravel. A block in the center, apparently bounded on both sides by faults, is made up of gravei, sand, and shale dipping sharply to the southwest; and on the southwest side of the fault, beds composed! chiefly of sandstone and shale dip steeply to the north- j east. A zone of gouge, rock flour, and slickenslides occurs in a cut on the south side of the hairpin turn. No zone of comparable disturbance is exposed ! where Highway 60 crosses the southwest part of the ; badlands, but the Claremont fault is believed to cross: the highway in a valley 0.7 mile east of the junction with Highway 79. Although the major break is not exposed, seven minor faults having a total apparent, throw of about 30 feet are exposed within a horizon- tal distance of about 50 feet in a nearby road cut The faults dip to the west at a moderately high angle. The Claremont fault crosses Jackrabbit Trail about 0.6 mile from its junction with Highway 79, but the fault may not extend continuously from its crossing of Highway 60 to this point. Here the sediments of ; the badlands are contorted, and considerable fault breccia and gouge have been developed. Southeast of APPENDIX B 113 this point the geomorphic effect of the fault is marked, and west of the mouth of La Borda Canyon a fault valley extends along it about one mile. The Clare- mont and mountain front faults separate a sliver of nonwater-bearing rock between 0.3 and 0.4 mile wide there, and a third nearly parallel fault extends be- tween them. Continuing to the southeast, the Clare- mont faull lies at the edge of the nonwater-bearing sediments, and the former mountain front fault cuts across the alluvium. Observations made by F. L. Ransome on a pilot tun- nel run about 500 feet into the San Jacinto Mountain block give pertinent information on the character of the San Jacinto fault zone. The tunnel was put in iat the site of the present west portal of the Metropoli- tan Water District tunnel, about 0.25 mile east of the Highway "!» bridge across San Jacinto River. Ac- cording to Ransome, the pilot tunnel encountered allu- vial fan material (angular blocks in a matrix of sand) ,for about the first 100 feet. The next 175 feet was in 'bedrock that was highly fractured and required tim- ibering. At that point one of the faults of the San .Jacinto system was apparently encountered, since 'the tunnel crossed approximately 20 feet of soft broken rock containing some clay gouge. The record .of the condition of the rock is not as complete for the next 205 feet of the tunnel, but it apparently became (generally less fractured, and Ransome believed that at the end of 500 feet most of the disturbed rock had been passed. The San Jacinto fault dips about 70 degrees to the northeast, according to Thomas F. Thompson, geolo- gist with The Metropolitan Water District of Southern iCalifornia during construction of the tunnel. As the northeast side is upthrown, the fault appears to be a ireverse fault at this location. It has not been pessible to determine the attitude of the fault plane at loca- tions other than at the tunnel, but its angle Avith the horizontal is always high. Vertical movement along the San Jacinto fault is shown by the presence of the older nonwater-bearing formations northeast of the fault at higher elevations 'than the younger alluvium to the southwest, and by the imposing southwest-facing scarp north of the City of San Jacinto. It is also probable that some strike- dip movement has occurred along the San Jacinto fault. This fault is a branch of the San Andreas sys- tem, along which recent movement has been horizon- tal. In addition, its generally linear trace is typical of that of a strike-slip fault. Hydrologic Significance. Several hot springs >ceur along the San Jacinto fault zone. The most im- portant group of these lies within the first mile south- east of the mouth of Potrero Creek, the group includ- ing Lithia Spring, White Duck Mineral Springs, Oilman Hot Springs, and a tule marsh fed by warm water. Water from the hot springs is commonly more highly mineralized than ordinary ground water either in the nonwater-bearing rocks or the alluvium. It ap- parently travels upward along the fault zone from some deep-seated source of heat and may be in part magmatic in origin. Faults of the San Jacinto zone form the north- eastern boundary of the pressure area in upper San Jacinto Valley. The actual boundary is apparently formed, at least in some places, by faults cutting the alluvium. Available evidence indicates that wells :5S 2W-26A,* 4S LW-6A, and 4S/1W-15D are not pressure wells, although all are in the alluvium south- wesl of the mountain front. (See Plate B-3.) The second well named lies about 0.25 mile northeast of the scarp-forming fault, and the third is probably northeast of the mountain front fault even though it is a short distance southwest of the mountain front itself. The fault southwest of the first-named well has not been mapped, but it may be an extension of another fault shown to the northwest. According to reported conditions encountered by the west portal pilot tunnel of the Metropolitan Water District, the clay gouge in the faults of the San Ja- cinto zone within the mountain block acts as a barrier to water movement, while the fractured rock adjacent to the fault forms an excellent storage reservoir. Ran- some states that the gouge seams held back water that had built up behind them over long periods of time, and that when the impervious barrier was pierced by the tunnel, the water immediately began to drain out. A similar condition existed along other northwest- trending faults encountered by the aqueduct tunnel in the San Jacinto Mountain block. (See page 114.) An area of "rising water" known as the Cienega existed in former years along San Jacinto River just upstream from its junction with Poppet and Bautista Creeks, water levels just downstream being much lower. This "rising water" was obviously due to a barrier, and it is possible that fine sediments may have acted as that barrier. The fines could have been brought in by Poppet or Bautista Creeks. However, it seems more likely that the barrier effect is due to the fault belonging to the San Jacinto zone which is believed to run approximately along the channel of Bautista Creek until it intersects the Park Hill fault. (See Plate B-l.) Water levels in wells to the north- east of this line continue to be markedly higher than water levels to the southwest in both wet and dry years. Hot Springs Fault The east-west-trending Hot Springs fault intersects the San Jacinto fault zone northeast of the City of San Jacinto. Here the fault forms a prominent south- * Well numbers indicate in order the township, range, and sec- tion in which the well is located. Within the section, wells .i re assigned letters which appear after the section number, without regard to location in the section. 114 SANTA ANA RIVER INVESTIGATION facing scarp as it separates granitic rocks on the north from Pleistocene (?) elastics on the south. About 2.5 miles east of its junction with the San Jacinto fault zone, the Hot Springs fault intersects a northwest- t rending fault, beyond which the direction of the main break is variable for about three miles. It then takes mi a consistent southeasterly trend and extends be- yond the area mapped in the present report. Accord- ing to Eraser, it finally dies out about 10 miles south- east of Indian Creek. A prominent trench has been developed along the Hot Springs fault in the eastern part of the area shown on Plate B-l. The Hot Springs fault is a high- angle fault. Where its trend is to the southeast, it probably dips to the east. Recency of strong move- ment along the fault is indicated by the bold fresh south-facing scarp noted in the previous paragraph. Hydrologic Significance. Soboba Hot Springs occurs along the Hot Springs fault near its juncture with the San Jacinto fault zone. Farther east the hydrologic effect of the fault is probably similar to that of other northwest-trending faults of the San Jacinto Mountain block described in the next section. Faults in San Jacinto Mountain Block The faults in the portion of the San Jacinto Moun- tain block traversed by the Metropolitan Water Dis- trict aqueduct tunnel are described by Henderson (1939), who first mapped them on the surface and then observed them where they were crossed by the tunnel. Two fault systems are shown on Henderson's sketch map, one trending northwest approximately parallel to the San Jacinto fault, and the other inter- secting that fault approximately at right angles. His map shows 13 faults or fault zones in addition to the San Jacinto in the northwest-trending group. Four of these, the Mclnnes, Goetz, Potrero, and Lower Potrero fault zones, "are conspicuously strong." These zones "all consist of a comparatively wide belt of shearing and crushing which is traceable for many miles." The faults of the northwest-trending system dip about 65 degrees to the northeast, few differing appreciably from this angle. The northeast-trending faults are not as important features as those trending northwest. Henderson shows five on his sketch map, the northwestern three of which dip to the northwest, and the southeastern two to the southeast. Certain east-west-trending faults not shown on his map are also described. From about four to about eight miles east of the west portal, "the tunnel line is paralleled on both north and south by segments of east-west faults. These faults exhibit dips to the north varying from 45° to 65°." Hydrologic Significance. The effect of the north- west-trending faults on ground water is well described by Henderson from observations made during the con- struction of the aqueduct tunnel. He states that : "It was found that the water occurred in open inter-connected fractures and joints in the hanging wall or northeast wall of the northwest-striking, northeast-dipping faults. Out in the hanging wall the fractures became tighter with increased distance from the fault. Where the tunnel heading ap- proached these faults from the east, water under high pressure was generally developed some dis- tance away from the fault plane in hard but some- what fractured rock. As the heading neared the fault the open fracturing became more prevalent and the volume of water increased accordingly. However, normally, by the time the footwall was reached where gouge and crushed material occur- red, the hydrostatic head had been lowered by drainage to a point where no great difficulty was entertained in driving through the soft, crushed material of the fault plane. "On approaching the faults from the west or footwall side, the conditions were found to be con- siderably more hazardous and difficult. Open frac- tures at the footwall are few, and the gouge and crushed material present an almost impermeable diaphragm to the waters which may percolate more or less freely along the open fractured hanging- wall. When approached from the west the gouge and crushed material of a fault was generally ex- posed before any great quantities of water devel- oped. As excavation advanced into the fault and the diaphragm was thinned to where the pressures ahead overbalanced the resistance of the remaining interposed material, heavy surges of water, fre- quently accompanied by tons of material, would re- sult. Encountering large quantities of water under high pressure in the soft, crushed ground made it necessary to advance with extreme caution and to adopt slow and tedious tunnelling methods." Water in storage in the fault zones behind the dia- phragms of gouge had accumulated over a very long period of time. Its quantity is shown by the fact that the flow from the zone intersected just east of the Potrero shaft, about 3.75 miles northeast of the west portal, was estimated at 7,500 gallons per minute, and the head was so great that the 815-foot shaft was filled to within 160 feet of the surface. Many weeks of extremely heavy pumping were needed to drain the tunnel sufficiently for work on it to proceed. The draining of the fault and joint system above the tunnel naturally stopped the flow of many springs. Residents state that Potrero Creek often maintained a considerable flow even through the summer before the construction of the tunnel, but during all of the winter of 1948-49, when precipitation was not far below normal, only 34 acre-feet Avas discharged. Most APPENDIX B 115 if the springs whose flow was affected were of course lot far from the tunnel line, but in one ease, accordi- ng to the late Dr. J. P. Buwahla, a spring nine miles iway dried up, apparently as a result of the construe- ion of the tunnel. The northeast-trending faults in the mountain iloek may not carry as much water as those of the lorthwest-trending system. Henderson reports that 'comparatively little water was developed" in two lortheast-trending faults crossed by the Lawrence nit, which was constructed into the tunnel from jawrence Gulch south of Banning. 'ark Hill Fault The fault bounding Park Hill on its northeast side s here called the Park Hill fault. This fault is be- ieved to extend across the alluvium to the southeast jnd to lie along a northwest-trending canyon present }etween Bautista Creek and San Jacinto River. The ault apparently does not constitute a barrier to round water movement through the alluvium. Case? Loma Fault A low, irregular, northeast-facing scarp extends rom Park Hill to and beyond Casa Loma Hill. Its iTegular. euspate form suggests a stream cut escarp- lent rather than a fault scarp, and it was so inter- preted by Waring (1919). Nevertheless, strong evi- 'ence that the feature is a fault scarp was brought !ut in recent years when two deep trenches across it bout two miles apart each exposed a fault at its 'ase. The feature is therefore interpreted here as a mlt scarp. The hydrologic effects of the fault are larked and furnish additional evidence for its exist- nee. The trenches across the Casa Loma fault were cut ir the main aqueduct and for the San Diego aque- uct of the Metropolitan Water District. They were bserved respectively in 1935 and 1946 by Dr. Bu- alda, who in 1950 kindly made his observations avail- ble for this report. The following statements are psed on his personal memoranda. H The trench for the main aqueduct crossed the scarp bout 0.4 mile southeast of Casa Loma Hill. There ,ie fault was "located in the trench exactly in line ith the base of the escarpment. It proves the escarp- ient is of fault origin and is not a stream bluff. " trike of the fault was about N. 40° W. The fault as in two branches, the western branch dipping )out 53° east, and the eastern branch, a few feet way, dipping 35° east. It cut "both a white sand- one bed which extends westward from the fault and lie overlying alluvium. . . . The post-alluvium dis- lacement on the fault must have been at least 6 or 8 let, as the white sandstone bed on the west side of ie fault had been dropped below the bottom of the ench both in the intermediate slice and in the block ist of both branches of the fault." The fault is thus a normal fault, The actual fault surface was cleaned off by Dr. Buwalda in the case of both branches. "Both patches of fault surface were slickensided and showed grooving directly down the dip. The fault is therefore a dip-slip fault; at least the last movement on it was dip-slip." The San Diego aqueduct crossed the scarp about 2.5 miles southeast of Casa Loma Hill. Here the struc- ture included both warping and faulting. "Beds of white sand and gray clay . . . are bent down toward the east about 3 feet. Material east of a line marking the base of the scarp is different in composition from that to the west, and it is wet while the material to the west of the line is dry. East of the base of the scarp the material is clayey and lacks the white sand beds seen extending westward from the scarp." The height of the scarp is about eight feet here; about half of this is apparently due to Avarping and about half to fracturing. "The warp, the fault, the termi- nation of the western beds eastward at the fault, the wetness of the ground just east of the fault, all indi- cate that the scar]) is a fault scarp, and that here the fault is at the base of the scarp." The irregular direction of the fault scarp is addi- tional evidence that the Casa Loma fault is a dip-slip fault, Such a fault trace contrasts with the much more linear San Jacinto fault, which is believed to be a strike-slip fault, at least in part. The Casa Loma fault apparently joints the Bautista Creek fault near the western end of Park Hill. At Casa Loma Hill, the fault scarp intersects the hill near its southeastern end at a rather steep angle. A fault evidently bounds the southwest side of Casa Loma Hill, as a marked southwest-facing scarp oc- curs along that side. The north side of the hill is probably also bounded by a fault, Northwest of the hill the northeast-facing Casa Loma fault scarp con- tinues until it dies out in the vicinity of the artificial San Jacinto River channel west of Bridge Street, Hydrologic Significance. The Casa Loma fault apparently forms the southwestern boundary of the deep pressure aquifers of upper San Jacinto Valley, since the characteristics of the ground water bodies northeast and southwest of the fault differ in several respects. These differences will be described in the following paragraphs. The type of daily water level fluctuation is differ- ent on opposite sides of the Casa Loma fault. This was determined in the spring of 1949 by placing recorders on the following wells (see Plate B-3) : 4S/1W-27M, on the north side of the City of San Jacinto ; 4S/1W- 28K, northeast of the scarp near Lyon Avenue; 4S/1W-33A, southwest of the scarp about 0.5 mile from 4S/1W-28K; 4S/1W-18E, at the northeastern edge of Casa Loma Hill ; 4S/2W-2C, just south of the scarp on Bridge Street; and 3S/2W-34A, north of the scar]) near where it dies out. The records of the two 11(i SANTA ANA RIVER INVESTIGATION southeasterumosl wells Lying northeasl of the scarp, 4S LW-27M and 4S 1W-28K, show the marked daily fluctuation characteristic of pressure wells during the pumping season. The record of well 4S/1W-33A, southwest of the scarp, shows only the slow, gently undulating decline characteristic of a well in free ground water during a time of heavy pumping in the vicinity. A similar record was obtained from the well at Casa Loma Hill, which well thus may be southwest of a fault bounding the hill on the northeast side (not shown on Plate B-l). The record of the Bridge Street well also shows the slow changes characteristic of free ground water. The record of the well near the north end of the scarp, 3S/2W-34A, is very peculiar. It shows two maxima and two minima each day, the maxima occurring at about 4 a.m. and 4 p.m. It is believed that the well is in the pressure area. The two cycles each day may be due to two effects super- imposed on each other, one drop being due to pumping of wells at a moderate distance and the other due to more distant pumping, the effect of which lags twelve hours behind the first. An attempt was made to determine the pattern of water level variation in a number of additional wells near the scarp by making several measurements dur- ing a 24-hour plus period, but the results in several cases were difficult to interpret. The pattern of recovery of water levels after the end of the pumping season varies on either side of the Casa Loma fault. This is due to the fact that more marked recovery generally occurs in a pressure area after cessation of pumping and before recharge has taken place, while in free ground water the recovery under the same conditions is much less. A contour work -map was drawn up in connection with the present report showing the change in water levels between summer and fall, 1948. Recovery in the area southeast of Casa Loma Hill was shown to vary from an average of about 22 feet in the center of the pressure area to an average of about eight feet just northeast of the Casa Loma scarp. Southwest of the scarp recovery is extremely variable, but the average within about 0.5 mile of it is approximately 2.5 feet. The gradual decline in recovery from the center to the edge of the pressure area is probably due to a combination of three factors: pumping may be heavier in the central part of the area, thus restilting in a greater summer drawdown in the piezometric surface and a consequent greater recovery; minor fault stringers may parallel the Casa Loma fault to the northeast, gouge in the stringers tending to reduce pressure effects; upward leakage occurs from the pres- sure aquifer, as shown by springs at the base of the Casa Loma fault, and leakage also undoubtedly occurs through the fault barrier into the free "round water area to the southwest. Both upward and lateral leak- age must increase when the piezometric surface north- east of the fault is rising. The amount of this rise is thus reduced by leakage, and recovery of the surface is reduced at the edge when compared with the center of the pressure area. Differences in water levels on either side of the Casa Loma fault are common, as determined from study of ground water levels of several different years. Southeast of a ground water divide which exists be- tween two and three miles southeast of Casa Loma Hill (see page 123), water levels in the deep pressure aquifers northeast of the scarp are higher in winter than those southwest of it. The difference increases to the southeast and becomes most marked near Park Hill, where a difference of over 50 feet was recorded in January, 1948. Test holes drilled by the Metropolitan Water Dis- trict in 1931 showed that even the shallowest water in the pressure area northeast of the scarp was pres- sure water rather than free ground water. ( See page 122.) Shallow water under pressure was also found southwest of the scarp from west of Casa Loma Hill to more than one mile south of it. Water levels south- west of the scarp here were higher than those in the shallow aquifer to the northwest, and the fault thus apparently forms an effective barrier even at shallow depths. Northwest of Casa Loma Hill wells are few, and evidence regarding a ground water break at the scarp is somewhat contradictory from year to year. The fault apparently finally loses its effect as a ground water barrier to the northwest, the effect perhaps dis- appearing where the scarp dies out in the vicinity of ' San Jacinto River channel. Water moves upward along the Casa Loma fault in several places to form springs or seeps at the base of the scarp, at least during wet years. These springs have been found at intervals northwest of Casa Loma Hill, along the north and west sides of the hill, and 1 southeast of it for at least 2.5 miles, where wet ground j east of the fault has already been mentioned. Thei water in these springs or seeps apparently comes from] the pressure aquifers. Bautista Creek Fault The Bautista Creek fault is located on geomorphic and hydrologic evidence southwest of Park Hill audi extending southeasterly into Bautista Creek Canyon.' (See Plate B-l.) Southwest of Park Hill the fault is apparently double. Truncated spurs occur right at the base of the hill on the southwest side. However, the effective ground water break appears to be about 0.25 mile farther to the southwest, since the water level in well 5S/1E-18C is much higher than the level in well 5S/1W-13B. In Bautista Creek Canyon, the Bautista Creek fault, extends up the tributary which enters the canyon from the east about six miles from Park Hill, and the APPENDIX B 117 ult continues to the southeast beyond the area apped as the most prominent fault of the San Ja- nto zone. The Bautista Creek fault meets the Casa Loma ult near the western end of Park Hill. Prom the ap the two faults appear to be extensions of each her, but there are many dissimilarities between em. The trace of the Bautista Creek fault where it 11 be followed does not show the irregularities of the asa Loma fault, nor is there a low scarp developed bng it in the alluvium. Marked strike-slip niove- ent is believed to have occurred along the Bautista reek fault, as along other faults of the San Jacinto ne, as opposed to dip-slip movement on the Casa bma fault. Hydrologic Significance. Water levels are much wer southwest of Park Hill than southeast and east . it, and the Bautista Creek fault is believed to form Je barrier which produces this effect. There is a con- Berable variation in water levels in lower Bautista peek Canyon. This may be due to cross-faulting or anching combined with the effect of the Bautista reek fault, or it may possibly be due to the presence :' separate aquifers occurring at different depths and Iving different water levels. 'len Ivy Fault ,The principal fault bounding the Elsinore trough : the northeast side in the Lake Elsinore area has ten called the Glen Ivy fault. Both Larsen and Divi- •>n of Water Resources Bulletin No. 45 show the ten Ivy fault extending to the southeast from the tjvn of that name into the area mapped in the present rport. The fault passes through the Lucerne area 3d lies at the foot of the hills extending northwest pm the City of Elsinore. It has been mapped sofith- fet of the lake by water level data, its direction there Jparently becoming more southerly. Hydrologic Significance. The Glen Ivy fault ap- prently acts as a barrier to water movement south- Kt of Lake Elsinore. Water levels were much higher nrtheast of the fault than southwest of it, according t-the winter measurements of 1948-49. Levels in wells * and 99, about 2,000 feet apart on opposite sides ■the fault, differed by 174 feet; and levels in wells li and 108, about 2,800 feet apart on opposite sides, flfered by 170 feet. The Glen Ivy fault probably forms the barrier on pi' southwest side of an area southeast of Elsinore were a few flowing wells formerly occurred. The area ii along Highway 71 about 1.5 miles south of the bdge across Railroad Canyon Wash. The artesian Rlls are mentioned by Albright in the manuscript K)ort previously mentioned. * ells in the Elsinore Unit referred to herein are numbered serially since the United States Geological Survey grid system had not been extended through the area at the time this appendix was prepared. Wildomar Fault Zone The fault zone occurring in the vicinity of Rome Hill extends southeastward through Wildomar beyond the area mapped and is called the Wildomar fault zone. Two principal faults make up the zone southeast of Rome Hill. Sags, including a sag pond, occur here along the northeastern fault. Either strike-slip or scissors movement is indicated on this fault, as north- west of Corydon Street there is a hill on its southwest side, and southeast of that street a hill lies on its northeast side. A short cross fault intersects the northeastern fault of the Wildomar zone on the north side of Rome Hill. (See Plate B-l.) Fresh fault facets are well developed on both of these faults on the north side of the hill. A second cross fault intersects the southwestern fault of the Wildomar zone about 2,000 feet northwest of the first cross fault. The southwestern fault of the Wildomar zone is believed to continue to the north- west near the southwestern shore of the lake, finally ending at a major cross fault northwest of the lake. Hydrologic Significance. Faults of the Wildomar zone apparently act as barriers to water movement both northwest and south of Lake Elsinore. Water levels are higher southwest of the zone. Northwest of the lake in the vicinity of Riverside Street, several wells on the southwest side of the fault zone have flowed in recent years. The fault zone is believed to bound this pressure area on the northeast. The differ- ence in water level in wells 26 and 29, about 1,500 feet apart on either side of the fault along Machado Street, was 162 feet according to the winter measurements of 1948-49. Southeast of Rome Hill, the fault forming the most effective ground water barrier is apparently the northeast fault of the zone. The difference in water levels in wells 90 and 96, 3,500 feet apart on either side of the zone, was 59 feet according to the 1948-49 winter measurements. Willard Fault The principal fault bounding the Elsinore graben on the southwest in the area of the present report has been called the Willard fault by Larsen. This fault extends along the base of the Elsinore Mountains in the vicinity of Grand Avenue. Hydrologic Significance. The Willard fault ap- parently is not an effective barrier to water move- ment. Major Cross Fault A major cross fault extends between the Glen Ivy and Willard faults northwest of Lake Elsinore. It lies at the eastern base of the nonwater-bearing rock. Hydrologic Significance. This cross fault appar- ently acts as a barrier to water movement, at least in its southern part. The water level in well 34, near LI 8 SANTA ANA RIVER INVESTIGATION Machado Street and Grand Avenue, was 69 feet higher in the winter of 1948-49 than the level in well 29, about 1,000 feet to the east across the fault. MINOR FRACTURES A large number of minor fractures cutting crystal- line rock are shown on Plate B-l. These fractures have been mapped almost entirely from aerial photographs, and time lias permitted the checking of only a few of them in the field. Both joints and minor faults are included. The fractures mapped are all marked by the development of valleys along them, and the de- velopment of saddles where they cross ridges. A great many additional minor fractures also show in the to- pography, but are not persistent enough or do not have sufficiently marked geomorphic expression to warrant mapping. Four dominant trends exist in the mappable fractures throughout San Jacinto Unit. The approximate directions of these are north-south, east- west, N. 45° E., and N. 80° W. Some fractures do not follow any of the general trends. The heaviest concentration of prominent minor frac- tures occurs in the Bonsall tonalite northwest of Per- ris. The three dominant trends present there average N. 48° E., N. 30° W., and N. 2° E. The fractures gen- erally do not offset each other where they cross. Field examination shows that the fractures lie along valleys filled with soil, weathered rock, and boulders of weath- ering throughout most of their extent. A dug well, dry in 1949, was found at the approximate intersection of two fracture lines 3.7 miles northwest of Perris, the intersection being the farthest west of those shown on Plate B-l in that vicinity. Several fractures of the northwest-trending line were seen in the walls of the well. No displacement of magnitude has occurred along these fractures. No fractures of the northeast- trending line were found in the well. A dike has been intruded along the northwest- trending fracture line which lies about 700 feet north- east of the intersection northwest of Perris mentioned above, and which branches from the northwest-trend- ing line through the intersection a short distance to the southeast. The dike is composed of a series of pegmatitic and aplitic layers separated by fractures trending N. 48° W. and dipping 70° SW. The pegma- titic and aplitic bands are wavy, indicating plastic flow as a result of shearing stresses. Later movement is shown by a small amount of gouge exposed in some of the fractures where a quarry has been opened in the dike. This dike forms a ridge. The Lakeview Mountains southeast of Nuevo show many topographic evidences of fracture, but most of them are not as persistent in length as those west of Perris, and only the most prominent are shown on Plate B-l. There are no prominent northwest-trending fractures here, but the other three dominant trends are represented. Just southwest of Casa Loma Hill, many irregular and nonpersistent fracture patterns occur. Only the most prominent and persistent of many fractures in the granitics southeast of Hemet are shown. A prominent valley follows the longest curving fracture. Foliation in the granitics is parallel to the trend of this fracture. A marked northeasterly-trending fracture extends from Railroad Canyon to Perris Valley, and in its southwestern part it is paralleled by a second promi-, nent fracture. Hydrologic Significance The hydrologic significance of most of the minor fractures is not great. The rock around them is not, brecciated enough to hold water, and the fractures themselves ordinarily hold only moderate to small amounts. An excellent picture of ground water condi- tions in crystalline rock cut only by minor fractures is given by the records kept by the Metropolitan Water District during the construction of their Val Verde tunnel. The east portal of this tunnel lies a short distance east of Highway 395 about 0.25 mile south of Cajalco Road. From this point the tunnel trends nearly straight west to beyond the San Ja- cinto Unit drainage divide, finally emptying into Lake Mathews. According to the records of the Metropolitan Water District, a number of faults were encountered during, the construction of the Val Verde tunnel. Most ofj these are described as minor, but several wide crush zones were intersected, the greatest width being about 60 feet. No heavy flows of water, such as occurred in the San Jacinto tunnel, were encountered in the crys- talline rocks here. Instead, small seeps or flows were often found at joints or fissures. That portion of the tunnel extending about one mile east of the San Ja- cinto drainage divide penetrated dry, generally un- broken tonalite cut by inactive faults. Farther east the crystalline rock was reported to contain opei seams of mud and small flows of ground water. Although only small amounts of water were found in the crystallines, heavy flows were encountem where the deep alluvial channel previously mentionei (see page 105) was intersected by the tunnel west o the San Jacinto drainage. The maximum flow reportei was about 3,000 gallons per minute. Movement of water to the surface along minor frac tures shown on Plate B-l is indicated locally in tin field by heavv vegetation. APPENDIX B 119 CHAPTER V GROUND WATER GEOLOGY SPECIFIC YIELD OF WATER-BEARING SEDIMENTS Specific yield may be defined as the percentage by rolume of a given sample of material which is oc- upied by water that will drain out under the force f gravity. It is thus a measure of the water which pay be yielded to wells under field conditions. Specific ■ ields of various types of sediments in the South 'oastal Basin were determined by experimental meth- ods during an earlier investigation by the Division i Water Resources, the results of which are given n Bulletin No. 45. These results have been used to Jetermine specific yield in the San Jacinto-Elsinore ;rea. Such use is believed to be valid, since the kind f sediments involved, their method of deposition, and he type and amount of weathering, compaction, and ementation to which they have been subjected are imilar in the San Jacinto-Elsinore area and the South 'oastal Basin. ! Specific yield values were first assigned in Bulletin 'o. 45 to unweathered surface material classified ac- brding to the "maximum 10 per cent grade size." 'his was defined as the grade size "in which the bmulative total, beginning with the coarsest material, caches 10 per cent of the total sample." The specific ! ield of this material was then reduced to allow for Impaction, weathering, and cementation where they ad occurred. The following table shows the yield 'alues for subsurface materials, according to Bulletin 18. 45. over true clay in the fine sediments of the San Jacinto- Elsinore area. However, the word clay as used throughout the present paper includes both silt and true clay. Wherever clay as technically defined is meant, it will be referred to as true clay. The values in the preceding table were used to compute specific yield in the San Jacinto-Elsinore area. All available well logs were studied in this proc- ess. Where the major divisions of gravel and sand were not further qualified by "coarse," "medium," and "fine," 24 per cent was used as the specific yield of sand, and the values of medium gravel given above were used for gravel, with the exception that in areas such as Perris Valley, where medium and coarse gravel is not found, the values for fine gravel were used. The specific yield of the zone in which a change in water level has occurred during a given period can be used to determine the change in storage during that period. The period on which the computations in the main body of this report are based was one of a falling water table, and the 50-foot zone above the water table of the winter of 1948-49 was chosen as representative of the zone of change. A contour map was drawn up showing lines of equal specific yield for this zone, using the following procedure: The average weighted specific yield for the 50-foot zone was determined for each well. In the very limited areas where the water table was less than 50 feet below the surface, specific yield was determined for SPECIFIC YIELD VALUES OF SUBSURFACE ALLUVIAL MATERIALS 1 (In per cent) Gravel Sand Clay Nature of material 256 + mm. Boulders 64-256 mm. Coarse 16-64 mm. Medium 8-16 mm. Fine J4-8 mm. Coarse. Medium H-Yi mm. Fine Sandy Clay iweathered.. . ...._. 13 14 20 25 28 16 5 1 ;athered Tight ^layey _ !1 4 9 5 13 7 17 8 16 5 1 Kdual Hay 1 1 1 1 1 TK: Lime-cemented gravels are included in tight gravels. Lime-cemented sands are included in clayey sand. The yield of one for clay makes allowance for small sandy or gravelly streaks. ie material classified as "clay" in the table above Jcludes everything designated as clay by drillers, iich material actually includes silt as well as true By. In fact, silt is probably greatly predominant the portion of the 50-foot zone available. Wells throughout the area were then grouped wherever pos- sible, and the average specific yield for a group was placed on the map at the center of gravity for that 120 SANTA ANA RIVER INVESTIGATION group. Appropriate contours were then drawn, and ar w shown on Plate B-3, entitled "Specific Yield of Zone .">() Feet Above Water Table." Since change of storage is not significant in a pressure area, specific yield contours are not shown for the pressure area in upper San Jacinto Valley. In interpreting Plate B-3, it must be remembered thai the specific yield values shown are simply aver- age values for the zone 50 feet above the water table of the winter of 1948-49. Deeper strata may have a higher specific yield, and wells drawing from such strata may thus pump large amounts of water in anas where the specific yield shown on Plate B-3 is low. SUBSURFACE INFLOW AND OUTFLOW The alluvial fill of San Jacinto Unit is completely rimmed by rocks of the nonwater-bearing group, ex- cept for openings into Domenigoni Valley, described below. Along the San Jacinto fault zone and east of Hemet, crystalline rocks and impervious elastics of the Mt. Eden, San Timoteo, and Bautista formations rim the area of valley fill. Crystalline rocks alone occur on all other sides. Alluvium extends to the surface drainage divide only at the southeast end of Menifee Valley and along the southwest side of Diamond Valley. The alluvium at these two places extends into opposite ends of Domenigoni Valley. Although the surface drainage of Domenigoni Valley flows to the southwest into Murrieta Creek, the alluvial fill of this valley is entirely rimmed by crystalline rock except at the two openings into San Jacinto Unit. It is thus possible for small amounts of ground water to move between San Jacinto Unit and Domenigoni Valley. However, under prevailing ground water gradients, the amount of water move- ment in either direction between Domenigoni Valley and San Jacinto Unit is believed to be insignificant. Furthermore, it is not possible under prevailing con- ditions for any ground water to be discharged to the surface and then to flow out of the basin in Domen- igoni Valley since tin 1 water table does not approach the surface anywhere there. Elsinore Unit is less completely sealed by nonwater- bearing rock than San Jacinto Unit, but it can be considered a (dosed ground water basin for all prac- tical purposes. It is bounded on the northeast and southwest by highlands of nonwater-bearing rock. On the northwest a dam of nonwater-bearing rock extends across the Elsinore trough in the vicinity of Alber- hill, about two miles north of Lucerne. To the south- east, pre-alluvium sediments and some alluvium fill the trough for several miles. Although these sedi- ments are capable of transmitting some water, the permeability of all but the alluvium is very low. The most nearly complete seal across the trough is about three miles southeast of the surface divide of Elsinore Unit. There, granitics crop out at intervals from the highlands on the southwest to just northeast of Murrieta Creek, and pre-alluvium sediments extend from there to the northeast all the way across the trough. No alluvium was found here. Since San Jacinto Unit (plus Domenigoni Valley) is completely rimmed by nonwater-bearing rock, the amount of water either entering or leaving the alluvial fill of the unit by a subsurface route must he low, and is here considered to be negligible. A sim- ilar seal of nonwater-bearing rock occurs on all but the southeast side of Elsinore Unit. On that side, movement of water through the sediments, which are dominantly pre-alluvium and have very low perme- ability, is extremely slow under existing gentle hy- draulic gradients. Thus, the amount of water either entering or leaving Elsinore Unit, including its south- east side, under gradients approximating those in ex- istence in 1948-49, is considered to be negligible. GROUND WATER MOVEMENT UNDER ORIGINAL CONDITIONS Over 80 per cent of the surface runoff in San Ja- cinto Unit reaches the eastern part of the valley floor overlying the intake or forebay of the San Jacinto Valley pressure area. Heavy percolation to ground water from the San Jacinto River and tributaries has taken place here since before pumping in the valley began. From the forebay the principal ground water movement has been toward the northwest into the pressure aquifers. A small percentage of the water has probably seeped through the Bautista Creek fault into the Hemet area. Farther northwest, there has also probably been a small amount of seepage through the Casa Loma fault. Under original conditions, the ' principal movement of water from the pressure aqui- fer was probably into the Lakeview area, since the Casa Loma fault is believed to become a less effective ground water barrier or even to die out toward the northwest between upper San Jacinto Valley and the Lakeview area. Early records show that ground water was high along San Jacinto River channel in the Lake- view area. Under original conditions, slow ground water move- ment probably also occurred from the Hemet area into the Winchester area and Menifee Valley, further discharge taking place by effluent seepage from a high water table into Salt Creek channel west of Menifee; Valley. Ground water movement in Perris Valley, including the Moreno-Sunnymead area, must have been ex- tremely slow under natural conditions. The only sources of supply were runoff from the surrounding highlands and direct rainfall penetration, both of which were very small. The slope of the water table,: as shown by early records, followed the slope of the land surface generallv from north to south, and the . APPENDIX B 121 small amount of discharge probably occurred along San Jacinto River. The principal areas of recharge in Elsinore Unit have been the alluvial cones at the mouth of Rail- road Canyon and at the foot of the Elsinore Moun- tains. Movement under natural conditions was toward Lake Elsinore. into which discharge occurred through springs and seeps. Springs which formerly existed near the southwest shore of the lake are mentioned by Albright ( 1027). and Harding (1922) states that "the [ground water around the lake, except to the southeast, fis higher than the water surface of the lake." Thus, as late as 1922, movement of water was toward the lake from all sides except the southeast. CHANGES IN GROUND WATER BEHAVIOR DUE TO PUMPING The heavy development of pumping for irrigation in recent years and the consequent lowering of water tables has reduced to insignificance the natural sur- face discharge of ground water within the San Ja- binto-Elsinore area. Instead, discharge now occurs Hmost entirely through wells. Recharge in upper San Jacinto Valley is still the main source of replenish- ment. In general, ground water levels are higher there Than in other parts of the basin, where heavy pumping rear after year has resulted in a marked drop in water levels. Ground water gradients thus indicate that some movement of water still occurs from upper San Ja- cinto Valley into basins to the southwest. Most of the water pumped from both the San Ja- binto and Elsinore areas has accumulated during many centuries in the past, and present withdrawals ire thus now depleting this long-standing supply. Comparison of the small amount of annual recharge received by the underground reservoirs with the large amount of water pumped shows clearly why water evels have been dropping for many years, a condition which will continue as long as pumping exceeds the f ow annual recharge. GROUND WATER GEOLOGY OF CONSTITUENT UNITS The San Jacinto-Elsinore area is divided naturally into sub-areas by the bedrock hills which project above :he alluvial surfaces. Descriptions of the ground water reology of these natural sub-areas follow. >cm Jacinto Unit Upper San Jacinto Valley. This area, as here considered, includes the valley land northeast of the ,?asa Loma and Bautista Creek faults, the Bernasconi ctange, and Mt. Russell. It includes the only major pressure area in the San Jacinto Unit. The south- ■astern boundary of the pressure area, as indicated by the line of zero recovery of the piezometric surface between summer and fall, 1948, and by the change in character of water level fluctuations in wells, crosses Main Street east of San Jacinto somewhat less than one mile from the center of the city and trends ap- proximately northeast-southwest, curving toward the northwest as the mountain front is approached on the north and the Casa Loma fault on the south. This boundary corresponds closely with the upper limit of artesian flow in the fall of 1915, as shown by War- ing. The southwestern boundary of the deep aquifers of the pressure area is the Casa Loma fault. On the northwest the pressure area can be only approximately delimited, since wells are very few; but it probably extends to within nearly three miles of Moreno. On the northeast it is bounded by the faults of the San Jacinto fault zone. The principal intake area or forebay for the pres- sure area is southeast of the area. The principal source of recharge is percolation from San Jacinto River, but Bautista, Poppet, and Indian Creeks also con- tribute. The pressure aquifers may also be open on the northwest, but if so the forebay on that end re- ceives little recharge. Heavy losses from percolation occur in San Jacinto River above the road crossing south of Soboba Hot Springs. A slight gain in flow was shown between that crossing and the Highway 79 bridge according to studies made by Harding in 1922 ; but Young, Blaney, and Ewing show a small loss in that segment in 1937 and 1938. It is probable that any loss that occurs is due to percolation upstream from the boundary of the pressure area, plus possible percolation northeast of the faults effectively bound- ing the pressure area, since in places here the river channel lies at the extreme northeastern margin of the valley, against the mountain front. The specific yield of sediments in the intake area for the 50-foot zone above the water table of the winter of 1948-49 is high, as shown in Plate B-3. Spe- cific yields are over 18 per cent along a broad north- west-trending belt through the center of the intake area, although the values decrease toward the edges of the area. This is the largest area of high specific yield in any part of the San Jacinto-Elsinore area. The high values are of course due to the predomi- nance of sand and gravel laid down by streams near the mountains, and the corresponding low percentage of silt and true clay. According to drillers, one of the greatest problems here is that of keeping fine sand out of wells. Water levels in the Cienega, along San Jacinto River just upstream from its juncture with Bautista and Poppet Creeks, are notably higher than those in the area just downstream. As previously stated, this effect is believed to be due to a branch of the San Jacinto fault zone which extends southeastward ap- proximately along the channel of Bautista Creek. 122 SANTA ANA RIVER INVESTIGATION Well Logs show thai the pressure area is underlain by a thick scries of strata of clay and sandy (day alternating with strata of coarser elastics. The strata of fines act as the confining beds for the water under pressure and the coarser elastics contain that water. The beds of tines are encountered at different levels in different wells, and thus it is apparent that no single confining bed of constant depth is present throughout the area. The thickest confining beds shown by the available logs lie at depths between about 50 and about 150 feet and are most consistent beneath the central and northwestern parts of the City of San Jacinto. Most logs show some water-bearing' strata even in these beds. The log of one of two wells drilled about one-half mile northeast of Casa Loma Hill shows a continuous clay blanket between the surface and a depth of 160 feet, but the other log shows a total of 28 feet of sand in five different beds above 160 feet. The principal deep aquifers in the pressure area lie below 100 feet, and water-producing strata occur at intervals from there to considerable depths. In the northwestern part of the area, drillers report that deep wells enter the older sedimentary forma- tions which appear at the surface in the San Timoteo Badlands. Pressure effects were found in 1931 and 1932 at very shallow levels in the pressure area. Over 125 shallow 7 test holes were put down by the Metropoli- tan Water District at that time in an area bounded on the northeast by the edge of the valley fill, on the northwest by a line from the mouth of Potrero Creek to the Lakeview Mountains, on the south by an east- west line about 1.25 miles south of Casa Loma Hill, and on the east by a northeast-trending line meeting the mountain front about 0.25 mile east of the High- way 79 bridge. The holes were put down with an auger and were mostly between 10 and 25 feet deep. Logs of these holes show alternating strata of sand and clay within a few feet of the surface. Water in the first saturated sand stratum was reported to rise from a fraction of a foot to a few feet when the capping layer of (day was pierced, and measurements a few days later almost always showed a small addi- tional rise. If the logs and water levels in these test holes are reported correctly, a shallow pressure aquifer over- lies part of the deep pressure aquifer in Upper San Jacinto Valley. This shallow aquifer is not directly connected with the deep pressure aquifer, since the large drawdown in the latter during the pumping season does not affect the former. In the past, the piezometric surface of the deep pressure aquifer has been generally higher than the surface of the shallow aquifer during the winter. The piezometric gradient of both aquifers is toward the northwest. The prin- cipal intake area of the shallow aquifer apparently lies to the southeast, though probably not as far as the deep water intake. The principal sources of water in the shallow aquifer are probably return water from irrigation in the intake area; rainfall penetration in the intake area; and upward leakage from the deeper aquifers throughout the area, but especially along the Casa Loma fault. The northwestern part of the pressure area include^ the old lake bottom into which San Jacinto River flowed under natural conditions of normal winter precipitation. Drillers report that water-bearing strata in this general area are usually fine, and that it is necessary for wells to be drilled to notable depths to cut enough water-bearing material to produce suffi- cient water for irrigation. A marked lag in recovery of water levels after the end of the irrigation season occurs here; complete recovery does not take place until late winter or spring. The aquifers in this area ' are reported to become less permeable toward the northeast. The surface material in the old lake bed area has very low permeability, and consequently there is very little penetration of surface water, even to shallow depths. Gas has been encountered in several water wells drilled in the northwestern part of the pressure area. In some of these the gas has been under sufficient pressure to blow out drilling equipment. The gas has probably formed during decomposition of organic material. Further organic deposits have formed peat on the north and east sides of Casa Loma Hill. Hemet Area. The Hemet area includes all valley lands lying south of the Casa Loma and Bautista Creek faults and east of Bridge Street, the Lakeview Mountains, and the constriction in the valley two miles east of Winchester. The specific yield contours for the zone 50 feet above the water table of the winter of 1948-49 show that specific yield is less than six per cent over most of the area. Specific yield in the eastern part of the area is higher, and a tongue of materials having higher specific yield also extends along the eastern margin of the Lakeview Mountains into Win- chester Valley. The higher yields on the east are due to the greater percentage of sand and gravel deposited by streams near the highlands, and the tongue near the Lakeview Mountains evidently represents similar deposits laid down in the bed of a major stream which once existed there. At greater depths, sand and gravel occur in places throughout the Hemet area. The per- centage of sand and gravel at all depths increases toward the eastern end of the area. Irrigation wells of heavy draft are found through- out the Hemet area. As would be expected from state- ments made in the previous paragraphs, most of the water pumped is believed to come from deep aquifers. Several wells west of Hemet yield warm water, tem- peratures ranging up to 39° C. Some of the warm water here may issue into the alluvium from a bed- rock fault or faults whose location is uncertain. APPENDIX B 123 The direction of the ground water gradient in most 3f the Hemet area is to the southwest toward the Win- shester area. Northwest of a divide located between two and three miles southeast of Casa Loma Hill, how- ever, the gradient is to the northwest, and there ap- pears to be slow movement of water in that direction through the narrows between the Casa Loma fault and the Lakeview Mountains into the Lake view area. Water southwest of the Casa Loma fault in the area sovered by the Metropolitan Water District test holes in 1931 was found to be under pressure. The piezo- metric surface of this pressure aquifer is apparently continuous with free ground water to the southeast ; 30 its principal intake area lies to the southeast. In 1931, the piezometric surface of the pressure aquifer southwest of the Casa Loma fault was higher than the surface of the shallow pressure aquifer in San Jacinto Valley northeast of the Casa Loma fault. The surface of the deep pressure aquifer northeast bf the Casa Loma fault after its recovery at the end )f the irrigation season has also been higher than the ■surface of the shallow pressure aquifer. The surface )f the deep pressure aquifer of San Jacinto Valley : ifter recovery is higher than the ground water sur- face in the Hemet area southeast of the ground water livid e located southeast of Casa Loma Hill ; but north- vest of this divide, these two surfaces apparently lie it about the same level for some distance. Available 'vidence on their respective elevations in the vicinity )f Bridge Street is contradictory. In the summer of (949, three test holes were bored with a hand auger n the area southwest of the Casa Loma fault where vater was under pressure in 1931. No information •m present conditions was obtained, for though the iioles went down between 21 and 22.5 feet, none of hem reached water. . Areas of very poor percolation occur in the vicinity >f Warren Road and Highway 74 west of Hemet, and etween the Winchester area and the Hemet area or lenifee Valley, but a ground water barrier exists etween Perris Valley and the Winchester area about mile southeast of Romoland. The specific yield for the 50-foot zone above the water table in the Win- chester area is estimated to vary from over 12 per cent in the center of the valley to less than six per cent near its edges. Only six logs were available on which to base the contours shown on Plate B-3. Throughout most of the valley the water table is less than 50 feet from the surface, and thus in four of the logs, zones less than 50 feet in thickness had to be used in com- puting specific yield above the water table. The wells for which logs are available in the Win- chester area are not deep enough to determine whether or not the valley occupies a filled bedrock canyon. The log of the deepest well available, drilled about 1.5 miles east of Winchester, bottomed at 285 feet in ' ' cemented hard clay. ' ' Under original conditions, ground water probably moved slowlv from the Hemet area into the Winches- ter area, beyond which it probably continued into Menifee Valley. Under gradients existing in the fall of 1948. subsurface flow still could occur into Meni- fee Valley, but a large regional cone of depression was present just east of the bedrock constriction at the east end of the Winchester area. Any flow in the eastern Winchester area must thus have been eastward into the cone of depression. An area of impervious surface material is present along the Santa Fe Railroad tracks east of Winchester, as .shown by standing water which remains several days after rains. Surface material is somewhat more permeable elsewhere in the valley. Menifee Valley. The boundary between Menifee Valley and southern Perris Valley may be taken as the surface divide between the two valleys, extending in a direction generally a little south of west in the vicinity of Rouse Road. Logs of the few wells avail- able indicate that the specific yield of the 50-foot zone above the water table in the southern part of Menifee Valley is low, being nowhere greater than eight per cent. Specific yield values rise rapidly toward south- ern Perris Valley, however, reaching 18 per cent in the center of the valley in the vicinity of Rouse Road. The water table is less than 50 feet below the surface near the narrows between Menifee and Winchester Valleys, but drops rapidly to the west and toward Perris Valley. Available well logs indicate that the percentage of coarse sediments in Menifee Valley increases somewhat with depth. The valley is evidently occupied in part by a bedrock canyon, as three wells have penetrated sediments to depths of between 400 and 410 feet with- out striking bedrock. Coarse sediments described in the logs were undoubtedly laid down by streams ac- tively filling this canyon. Some wells in the valley are excellent water pro- ducers, at least two yielding over 1,000 gallons per minute when pumped. The principal difficulty with wells in the valley has been high mineralization. Gas 124 SANTA AXA RIVER INVESTIGATION was struck in one well near the center of the valley (well 5S 3W-33A). Lack of rainfall penetration is shown by water standing in several low places in the valley as much as a week after rains. The slope of the water table indicates present slow movement of ground water from Menifee Valley into southern Ferris Valley. Lakeview Area. The Lakeview area is bounded on the northeast by upper San Jacinto Valley and on the southwest by Perris Valley. Specific yield of the zone 50 feet above the water table is greatest along the northeast-trending axis of the valley, reach- ing a maximum in excess of 18 per cent in its southern part near Nuevo Road. Specific yield of a large area in the northeastern part of the valley is between eight and ten per cent. Depth to the water table in the fall of 1948 was slightly under 50 feet at the northeast end of the valley, but it increased rapidly to the southwest. The ground water gradient indicates that slow movement of ground water occurs southward and westward into Perris Valley. Slow movement into the Lakeview area from the pressure area of upper San Jacinto Valley has probably also occurred in most years, but a regional cone of depression in the pressure surface near the boundary between the two valleys prevented any such movement as of the fall of 1948, except across the western part of the boundary. It is not known whether there can be water movement into the Lakeview area from the Hemet area. If the aquifers southwest of Casa Loma Hill which showed pressure effects in 1931 pinch out against impervious beds or are cut by a fault to the northwest, no such movement can take place. It can occur, however, if these aquifers are open to the northwest. The surface material near San Jacinto River chan- nel in the Lakeview area has very low permeability. It is mostly a silt, high in biotite. Water stands in level places near the channel for long periods after rains, and the channel itself contains considerable water in the winter from rainfall, surface runoff, and irrigation return. Surface premeability away from the river is higher. It is believed that deposits in Lakeview Valley were laid down, like those in most of the rest of the valley land of San Jacinto Unit, by streams slowly filling a bedrock canyon. Drillers report that "hard" strata are encountered at intervals in wells, but whether these belong to beds of the same age as the formations in the San Timoteo Badlands or to younger fill is not known. Warm springs near the channel of the river about two miles west of Lakeview have been developed com- mercially. Some wells in the vicinity have also struck warm water. The warm water probably issues from a fault, which may trend northeasterly along the east side of the Bernasconi Range. Perris Valley. Perris Valley occupies a large part of western San Jacinto unit. Portions of it are heav- ily irrigated, but the amount of ground water re- charge from all sources is very small. Nearly all water pumped thus comes from a supply which accumulated during centuries in the past before pumping began, and present pumping causes water levels to continue to fall each year. Specific yield of the 50-foot zone above the water table, as shown in Plate B-3, is low to moderately low over most of Perris Valley. Areas of higher specific yield, however, occur in three places : in a northeast- southwest strip passing west of Romoland, north of Perris, and in the vicinity of Moreno. These areas were evidently traversed by prominent stream chan- : nels in which sand and fine gravel were deposited. A deep regional cone of depression or trough in the water table was present in 1948-49 in central Perris Valley, and had been in existence for a number of years at that time. Water levels at the center of this , cone of depression in the winter of 1948-49 were over I 225 feet below the ground surface. The slopes of the sides of this trough on the west were very steep, on the east somewhat less steep, and gentler on the north and south. Ground water movement is toward the center of this trough from all directions. The water table nowhere approached within 100 feet of the surface in northern Perris Valley in the winter of 1948-49, but southeast of Romoland, depth ; to water was less than 80 feet in some wells. A marked break in the water table is present less than one mile east of Romoland. The water table ele-t vation in the winter of 1948-49 was 1,284 feet in well 5S/3W-11B, but in well 5S/3W-11A, 0.6 mile to the southeast, it was 1,403 feet. The cause of this ground ' water break is not known. No other possible indica- tions of faulting have been found in the alluvium. A! few northeast-trending fractures occur in the crystal- ' line rocks northeast of Romoland, but none of these! appear strong or persistent enough to have caused' the observed break if extended across the alluvium. Nevertheless, it may be that the break is formed by a ! fault that does not show at the surface of the! alluvium. Or somewhat less likely, it may be formed! by a bedrock ridge, as yet unidentified, extending across the valley in a northeasterly direction. Another possibility is that water to the southeast may occur at 1 a higher elevation in a separate aquifer which pinches out to the northwest. The bedrock canyon system of Perris Valley has been described previously. Deep wells drilled in sedi- ments near the centers of the bedrock canyons appar- ently encounter coarser and more permeable sedi- ments at depth than wells in other parts of the valley. These deeper strata are believed to furnish most of the water for the heavily irrigated central Perris. Valley. In general, drillers report that the water- APPENDIX B 125 earing strata in northern Perris Valley are fewer, hinner, and less permeable than in the central part of he valley. In the area north of Moreno, between Red- ands Blvd. and Reehe Canyon Road, the water- earing formation is reported to be a "silt" (perhaps , very fine sand) which is very difficult to keep out if pumping wells. i The surface material in northern Perris Valley is |iore permeable than that in many other parts of San acinto Unit, and standing water ordinarily does not emain any significant length of time after rains, lunoff after rains and irrigation return water com- lonly percolate after collecting and flowing down tinor channels. Low flows of surface water from the 'icinity of Moreno percolate in an area at the south- ern end of Nason Avenue, about 1.25 miles south of Lllesandro Boulevard. Low flows from the eastern art of the Sunnymead area sink in a channel 0.25 idle south of Highway 60 and 0.4 mile west of Perris boulevard. Surface material at each of these areas of ercolation is sand. | The permeability of surface material decreases >mewhat from northern to central Perris Valley, as lown by the fact that irrigation return water and junfall runoff ordinarily flow greater distances before Ley percolate. Heavy runoff comes from March Air jorce Base, where a large proportion of the area is pvered by paved roads, runways, and buildings. The 'ater flows down the valley in a direction slightly east I south, and for several miles the amount of perco- tion is small until the area between Orange Avenue id Xuevo Road is reached. There the surface raa- irial becomes much more permeable. The Air Force lase runoff is joined at Martin Road by runoff from ie arm of Perris Valley that extends between the f. Russell and Bernasconi ranges. The surface'ma- rial in this arm of the valley is very impermeable, id more runoff occurs from it than from any other lirt of Perris Valley except March Air Force Base. 'he soil here, especially in the central part of the illey arm, is high in clay, which probably is in large jirt residual. Runoff from this area and March Air [prce Base combined failed to flow beyond Nuevo bad in the winter of 1948-49, even though at one pie the combined flow was about 25 second-feet, ■id a flow of several second-feet continued for a imber of hours. The percolation rate between ■range Avenue and Nuevo Road is thus quite rapid. ie area here overlies the southern end of the trough B the Perris Valley water table, and thus should be I ideal location for water spreading. Surface material along San Jacinto River channel ; southern Perris Valley is generally impermeable Irth of the Santa Fe Railroad tracks, and in winter, Y iter stands in the channel and in places beside it. S>uth of where the road to Quail Canyon Country ( ub crosses the river, the channel is more sandy and more permeable, and ordinarily does not contain standing water in winter. Elsinore Unit Specific yield of the 50-foot zone above the wat ci- table of the winter of 1948-49 in Elsinore Unit is mostly low to moderate, as shown on Plate B-3. A large area in which the specific yield is under six per cent underlies the lake and extends for some distance to the southeast. Higher yields occur at the base of the Elsinore Mountains in the vicinity of Grand Ave- nue, northwest of Lake Elsinore, and south of the mouth of Railroad Canyon. The highest values, in excess of 16 per cent, occur in the last-named area. The sediments encountered in Elsinore Unit gen- erally occur as lenses and stringers of coarse elastics surrounded by finer material, as in San Jacinto Unit. The coarse sediments were deposited by streams com- ing out of the surrounding highlands, and the fines accumulated in flood plains or, in some cases, prob- ably in a lake bed. Logs of wells near the base of the Elsinore Mountains show large amounts of "rock," ' ' broken rock, " " clay and rock, ' ' and ' ' boulders, ' ' all undoubtedly derived from the mountains to the south- west. Some of the material, especially "clay and rock," is evidently landslide or colluvial material. The composition of the floor of Lake Elsinore varies in general from a sand at the shore line to a clay at the lowest parts of the lake bottom. Mann (1951) shows histograms giving the percentage of various particle sizes for several samples taken at the shore of the lake, and each of these samples should be classified as a sand. He also shows two histograms of bottom samples, one of which was taken at a point midway between the northeast and southwest shores and two and a half miles southeast of the northwest shore. The maximum ten per cent grade size of this sample is in the |-^ millimeter group, and Mann calls it a "compact micaceous sand." The occurrence of a permeable sand at a point such as this, which is well below the water line at most stages of the lake, is of particular interest, as it shows that the lake floor is not entirely lined by clays which would prevent move- ment of water between the lake and the surrounding ground water. From this point toward the northwest, Mann states that the "deltaic sands grade almost im- perceptibly into the finer sediments of the flat bot- tom." The "maximum ten per cent grade size" of a sample taken near the lowest point in the lake bottom is less than 0.016 millimeter in diameter, and the ma- terial is thus a practically impervious clay. Available logs of wells on the northwest and south- west sides of the lake do not show much clay at shal- low depths. Wells 94, 97, 117, and 118, on the south- east side, show about 50 feet of clay or "soil and clay" just beneath the surface. The log of well 161, just east of Rome Hill, shows 42 of the upper 44 feet as sandy clay. 126 SANTA ANA RIVER INVESTIGATION Recharge of "round water of Elsinore Unit is by percolation at the edge of the valley by streams that drain the surrounding highlands. The most effective of these has been Railroad Canyon Wash. Losses in flow on Railroad Canyon cone between the U. S. Geo- logical Survey gaging station and the Highway 71 bridge were discovered by Albright (1927). As previously noted, Harding stated in 1922 that ground water levels on all sides of the lake, except to the southeast, were higher than the level of the lake. Contours shown by Waring for 1915 show that at that time even the ground water level southeast of the lake at the corner of Corydon Street and Highway 71 was higher than the lake level. Since the ground water level in the vicinity of this street intersection has been for many years the lowest of any point in Elsinore Unit, due to excessive pumping there, it is apparent that in 1915 water levels were higher than the lake at all points on the southeast. Waring 's map generally corroborates Harding's observation that ground water levels on all other sides were higher than the lake surface as well. It is concluded, then, that original ground water movement in Elsinore Unit was toward the lake from all sides, at least until 1915. Discharge from the lake was mostly by evapora- tion, although surface outflow down Temescal Wash occurred after periods of extremely heavy precipita- tion. Measurements of the winter of 1948-49 show that a ground water gradient toward the lake no longer ex- ists, except southwest of the Wildomar fault zone. The gradient slopes markedly away from the lake for a certain distance on the northwest side, and also on the southeast side northeast of the Glen Ivy fault, and, in the main water table, southwest of the Glen Ivy fault. The lowest part of the trough, or regional cone of depression, northwest of the lake is about 0.75 mile from the lake shore ; the lowest part of the trough northeast of the Glen Ivy fault is about 0.5 mile south of the Highway 71 bridge across Railroad Canyon Wash ; and the lowest point southeast of the lake and southwest of the Glen Ivy fault is in the vicinity of Corydon Street and Highway 71. In the summer of 1949 ten test holes were bored with a hand auger between the shore of Lake Elsinore and well 105 about 1.2 miles to the southeast. It was found that the ground water surface which is in con- tact with the lake water decreases in elevation about two feet in that distance. However, the water table in well 105 adjacent to the last test hole is about 14 feet lower than the level in the test hole. A perched water table thus exists in this area, the gradient of which away from the lake is less than that of the main water table. Total solubles in well 105 are less than in the adjacent test hole, confirming the existence of a hori- zontal barrier of fines. The character of water table fluctuation in well 105 indicates free ground water conditions in effect there. It is believed that the main water table slopes upward from the vicinity of well 105 to the lake, near which the main and perched water tables blend. The separate water bodies have undoubtedly been developed since pumping in Elsi- nore Unit began. The heavy pumping southeast of the lake, particularly in the vicinity of Corydon Street and Highway 71, has drawn down the main water table to its present level, leaving the perched water above a nearly impervious layer of fines. Leakage of the perched water to the main water table undoubt- edly occurs, but is apparently very slow. Movement of water is occurring from Lake Elsinore into the troughs around it at varying rates. Water analyses show some degradation of quality of the ground water by lake water, the chloride content of which is high. Northwest of the lake, wells 1 and 8 show degradation which is probably from this source. Water movement in this direction is probably com- paratively rapid. Movement into the main water body southeast of the lake southwest of the Glen Ivy fault zone is limited by the permeability of the bed under- lying the perched water. Well 94, however, apparently shows some effect from poor quality lake water. Move- ment from the lake into the trough northeast of the Glen Ivy fault is also believed to be minor, due to the barrier effect of the fault. A ground water gradient to the southeast away from Elsinore Unit begins southwest of the Wildomar fault zone approximately at the edge of the unit at the southeastern surface divide. The amount of move- ment away from the unit here is believed to be negli- gible, since impervious and slightly pervious material dams the valley a short distance farther southeast. (See page 120.) Movement of brackish water into the sediments surrounding Lake Elsinore is probably very slow, especially to the southeast. Nevertheless, as long as ground water gradients away from the lake continue to exist, such movement must be expected both north- west and southeast of the lake, with consequent dete- rioration of ground water quality. PLATE B-IA SEE PLATE 6-lB FOR GEOLOGIC LEGEND STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA INVESTIGATION SAN JACINTO - ELSINORE AREA AREAL GEOLOGY NORTHERN PORTION DEPARTMENT OF WATER RESOURCES 1957 s H H S H H I bcm | (rom) ;;„'«»; ;»™ DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA INVESTIGATION SAN JACINTO - ELSINORE AREA AREAL GEOLOGY SOUTHERN PORTION ' OF WATER RESOURCES 1957 ^OTi^^mW m - Jx ^fW 3^^^«>l0tober, 1925-July, 1930- _. United States Forest Service \V. L. Wilhite Hardy I.iisk Estimated or partly estimated by United Stales Weather Bureau. fcstimatsd fr::m nsarby stations by l)ivi:i::n of W»t3r resources. Partially estimated. RECORD OF MONTHLY PRECIPITATION AT ELSINORE 4SE )ate established: 1940 Type of gage: recording Observer: see remarks ieeord obtained from: United States Weather Bureau Elevation: see remarks Latitude: see remarks Longitude: see remarks Station number on Plate 4:4 (In inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 940-41 0.05 0.56 0.61 2.35 0.19 0.34 0.15 0.22 0.13 0.89 0.26 0.32 0.05 0.88 0.04 7.02 2.70 0.55 7.73 0.97 1.70 0.23 10.10 0.40 6.47 0.88 2.65 6.69 5.59 1.02 2 . 55 0.68 3.42 3.16 0.92 0.82 0.73 0.66 0.60 3.91 2.57 0.34 0.56 0.04 24 01 941-42 942-43 ■943-44 . 1.38 16.96 944-45 B45-46-. .__ 0.26 5.39 0.15 0.76 0.80 0.59 0.30 0.24 0.02 3.80 1.59 0.95 4.42° 0.65 0.10 1.45 0.63 0.75 0.53 0.53 B46-47 1.57 2.28 1.42 1.21 4.31 0.28 ',347-48 0.48 0.09 0.02 0.28 0.60 0.47 1.09 It. 17 0.40 0.10 0.17 5.99 948-49 . . 7.87 150-51 5.80 4.16 :MARKS AND FOOTNOTES Period Observer Elevation, in feet Latitude and longitude Period Observer Elevation, in feet Latitude and longitude ine, 1940-January. 1942. _ Hwuary, 1942-July, 1945. Clyde E. Taylor. Roy C. Key 1.350 1,350 33° 38' 117° 18' 33° 38' 117° 18' August, 1945-May, 1947 May, 1947-present_ South Elsinore Mu- tual Water Company Porter H. Albright _. 1 ,350 1,450 33° 117° 38' 38' 33° 38' 117° 16' Formerly "Elsinore near." prior to July, 1948. Record missing January 16-18; amount estimated from Elsinore daily record. lieeords from automatic recording gages not yet published by United States Weather Bureau. 132 SANTA ANA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT ELSINORE, SHERMAN Date established: 1916 Type of gage: non-recording ( Ibserver: see remarks Record obtained from: observer Elevation: 1,300 feet Latitude: 33° 41' Longitude: 117° 23' Station number on Plate 4:."> (In inches) Season 1916-17. 1917-18 1918-19. 1919-20. 1920-21. 1921-22. 1922-23. 1923-24. 1924-25. 1925-26. 1926-27- 1927-28- 1928-29. 1929-30- 1930-31. 1931-32. 1932-33 1933-34. 1934-35. 1935-36. 1936-37. 1937-38. 1938-39. 1939-40. 1940-41. 1941-42- 1942-43- 1943-44- 1944-45. 1945-46. 1946-47. 1947-48. 1948-49. 1949-50. 1950-51- 1951-52- July 0.10 Aug. (I 0.40» 0.74 0.48 Sept. 0.60" 0.25 1.41 1.70 0.75" 0.14 b 0. 11 3.21 Oct. 1.40" 0.64 0.50" 1.41 0.10 0.44 0.99 0.55 2.25 0.21 2.74 1.20 1.00 0.74 1.71 0.25» 1.99 0.41 2.88 0.16 0.31 0.89 3.31 0.30 Nov. 0.12 0.43 1.01 0.90 0.53 1.75 0.53 0.72 0.65 2.43 0.39 1.12 1.01 2.32 2.41 0.93 0.86 0.85 0.73 0.60 0.08 Dec. 4.16 0.92 1.17 0.86» 15.83 4.55 1.28 2.74 1.50 3.24 3.87 2.59 7.20 4.84i> 2.59 3.85 0.55 9.52 2.48 7.41 0.43 9.59 5.18 0.90 Jan. 3.06 1.04 0.05 0.58 3.01 5.95 1.97 0.18 0.19 1.30 1.08 0.65 1.45" 8.25 3.60 1.77 7.27 b 4.31 3.75 0.21 3.72 2.40 3.11 4.43 2.35 0.81 12.72 Feb. 0.76 3.83 1.61 5.43 0.47 5.07 13.97 2.26 1.40" 0.96 4.48 10.00 1.76 3.01 8.80 9.13 7.17 1.96 5.02 8.73 1.30 0.86 Mar. 0.33 7.19 1.64 6.28 2.47 3.01 0.63 2.19 1.82 0.87 2.40 1.50 1.90" 5.60 0.10« 1.55 3.73 2.13 4.75 13.31 1.39 10.32 1.25" 3.17 Apr. 1.80 2.00 0.37« 0.15 0.17 1.41 1.59 8.89 0.79 2.00" 2.00 2.00 0.60 3.41 0.68 0.52 0.55 1.06 2.15 3.41 2.15" 0.97 May 0.35 0.10 0.17 1.20" 2.14 0.90» 0.25 0.09 1.39 0.50" 0.25 0.33 0.22 June 0.18 0.51 Trace 0.30" Total 15.89 1 " 11.94 8.37 17.18 b 11.33] 31.59 b 12.36 10.60 8.59 20.53 24.37 11.50 1 1 . 66 <• 18.95* 12.59 b 23.27 b 14.07 1 ' 10.76 b 22.89 13.71 31.82 25.91 15.31 16.40 36.02 14.60 1 ' 19.48 0.82 0* 0.35 0.96" 0.37 0.42" 0.81 0.53 4.93 7.53 1.47 1.16 1.01 0.78 1 ' 4.95 1.65 Record 4.10 2.55 7.14 0.10" 0.44 0.75 lost 5.43 3.09 2.69 4.98 2.50» 3.33 h 0.50 2.10 1.32 0.95 1.21 1.20 1.10 1.08 1.18 6.34 1.89 1.19 0.75 0.28 0.31 11.64! 13.76 b 13.01 10.32 8.18 22.75 REMARKS AND FOOTNOTES Period 1916-May, 1945 June, 1945-June, 1952. Observer Erwin M. Sherman Arsen Milickian a Estimated. b Partially estimated. APPENDIX C RECORD OF MONTHLY PRECIPITATION AT ETHANAC (ROMOLAND) late established: 190G 'ype of gage: non-recording ibserver: Temescal Water Company Record obtained from: United States Geological Survey Elevation: l,47."i feet Latitude: :?3° 45' Longitude: 117° 10' Station number on Plate 4:6 (In inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 105-06 . 0.47 0.95 0.27 0.48 1.03 0.14 1.61 1.50 2.00 2.42 1.38 0.52 0.25 1.19 0.11 0.69 3.13 2.20 0.66 0.38 0.29 1.96 0.22 3.19 3.03 3.10 0.35 0.57 3.19 3.33 1.12 3 . 46 4.58 2.09 2.93 3.18 1.55 5.85 5.92 9.18 0.37 2.16 2 . 52 2.74 0.25 2.33 3.12 2.48 3.69 0.13 5.57 3.04 1.01 1.77 1.79 1.06 5.67 0.37 0.84 1.10 0.71 1.38 0.96 0.81 0.90 0.11 0.20 0.10 0.82 0.06 1.03 0.03 0.54 11.37 (06-07 15.00 (07-08 . 10.69 (08-09 12.51 (09-10 . 12.71 (10-11 8.85 111-12 8.05 (13-14 6.52 12.52 115-lfi 16.26 15.71 (End of Record) 134 Dale established: 1910 Type of gage: non-recording Observer: Lake Hemet Water Company Record obtained from: see remarks SANTA ANA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT HEMET (In inches) Elevation: 1.600 feet Latitude: 33° 45' Longitude: 116° 58' Station number on Plate 4:7 Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1910-11 0.25 0.03 2.05 0.22 0.04 0.25 0.06 0.05 0.06 0.06 0.06 0.81 0.04 0.35 Total to 0.48 0.63 0.19 0.10 0.13 0.40 0.02 1.23 0.48 1.12 1.08 0.14 1.76 0.02 0.24 0.34 February 0.25 0.10 0.26 0.12 0.13 1.25 0.20 0.20 0.08 2.11 0.05 0.04 0.52 0.04 0.18 0.14 is 7.64 0.60 !.41 1.56 1.92 0.89 0.80 No 2.65 0.13 0.09 0.10 2.36 0.03 1.03 1.49 0.24 0.82 0.85 0.19 0.97 0.08 3.35 0.07 0.12 1.36 1.75 0.26 1.05 0.23 1.88 0.21 1.06 0.47 0.57 0.45 3.07 0.79 0.72 0.28 1.33 0.78 record 0.22 1.69 1.32 0.35 0.64 1.47 1.36 0.74 1.48 2.29 0.12 0.89 0.62 0.52 0.05 1.89 0.23 0.94 0.25 4.77 0.15 3.65 0.03 0.10 1.11 1.27 0.62 0.94 0.87 3.23 2.61 2.64 1.23 1.15 12.03 1.30 2.03 1.67 0.88 3.25 2.13 1.63 3.22 2.25 1.02 3.97 0.49 6.37 1.65 4.59 0.45 5.39 2.45 0.97 4.52 0.68 2.14 1.76 2.31 2.26 0.83 4.28 3.34 7.09 6.56 13.47 4.03 1.82 0.28 1.10 5.68 2.23 0.35 0.13 0.11 0.77 0.50 1.62 5.37 1.48 1.15 4.21 1.96 2.53 0.08 2.94 1.27 2.60 3.53 1.09 0.50 6.29 0.46 0.15 0.18 0.24 0.06 3.29 1.68 1.42 4.59 3.18 4.98 4.74 7.16 1.42 2.48 2.96 2.46 4.55 2.52 0.99 0.30 3.57 9.52 1.54 0.68 0.53 3.84 8.25 0.03 2.35 3.00 5.23 6.05 3.26 1.68 3.02 4.16 0.99 2.30 4.74 3.12 0.21 0.59 1.71 1.18 1.09 0.59 0.45 2.58 6.59 0.73 1.01 1.02 1.18 0.17 7.78 2.06 3.89 1.69 1.32 3.49 1.16 1.39 2.12 1.30 1.26 3.00 0.34 0.05 0.05 0.14 1.66 1.09 5.18 5.83 1.38 0.03 7.47 0.86 2.65 0.72 3.58 0.79 1.46 1.05 0.59 1.17 0.56 4.93 1.44 3.41 0.53 3.21 1.75 1.32 0.25 0.35 0.38 1.36 1.26 1.45 4.97 1.01 1.23 1.10 1.93 1.11 1.88 0.11 0.80 0.48 0.25 1.15 0.89 2.28 3.23 2.00 1.13 1.29 0.21 1.70 0.24 0.32 0.70 1.99 1.40 0.69 1.77 0.33 0.22 0.24 0.76 0.59 0.22 0.13 0.24 1.01 3.72 0.22 0.08 0.85 0.68 0.26 0.06 0.05 0.72 0.01 0.13 0.19 0.48 0.12 0.33 0.29 0.71 0.13 1.48 0.05 0.03 0.53 0.75 0.03 0.06 0.01 0.51 14.84 1911-12 12.48 1912-13 12.21 1913-14 21.61 1914-15 24.00 1915-16.. 19.69 1916-17.. ... 12.99 1917-18 . 15.24 1918-19.. 9.14 1919-20 . 13.86 1920-21 1921-22 25.76 1922-23 9.06 1923-24.. 8.66 1924-25.. 6.99 1925-26 14.05 1926-27 18.41 1927-28 9.12 1928-29 8.70 1929-30 14.99 1930-31 . 9.62 1931-32.. 18.98 1932-33 10.12 1933-34 6.64 1934-35 15.18 1935-36 9.19 1936-37 24.98 1937-38 13.35 1939-40 . 11.32 13.43 1940-41 23.73 1941-42 10.68 1942-43 13.99 1943-44 12.84 1944-45 12.52 1945-46 7.81 1946-47 10.88 1947-48 6.44 1948-49 8.96 1949-50 7.17 1950-51 6.38 1951-52 ._ 17.67 REMARKS Period Record obtained from July, 1910-June, 1925 July, 1925-June, 1952. United States Geological Survey Lake Hemet Water Company APPENDIX C RECORD OF MONTHLY PRECIPITATION AT HEMET RESERVOIR, LAKE HEMET 135 Date established: 1896 Type of gage: non-recording to 1930 ; recording from 1940 Observer: see remarks Record obtained from: Lake Hemet Water Company; United States Weather Bureau (In inches) Elevation: .see footnotes Latitude: 33° 40' Longitude: 110° 41' Station number on Plate 4:8 July Aug Sept. Oct. Nov. I )!•!■. Jan. 1 .-! . . Mar. Apr. Maj June Total 0.20 1.80 1.00 0.50 0.12 0.62 2.40 0.65 0.21 0.84 0.18 0.64 0.70 1.56 0.55 1.43 0.93 0.92 0.84 0.75 0.55 0.43 0.95 3.12 0.25 0.04 0.90 0.04 2.16 0.70 1.31 0.88 0.17 0.90 1.30 0.10 1.09 3.60 0.60 3.60 2.59 0.90 0.20 1.72 0.17 0.64 0.47 1.00 0.51 0.22 2.96 0.77 0.16 1.29 0.67 0.35 2.47 0.47 1.70 0.07 0.62 1.04 0.59 0.82 0.24 0.80 0.10 0.90 0.25 1.97 1.00 0.32 0.66 0.44 0.50 0.22 0.82 0.60 1.11 0.80 1.41 2.85 1.10 0.10 0.21 0.78 0.46 0.88 1.70 2.20 2.00 0.50 0.77 0.13 0.50 0.10 5.02 0.74 1.10 0.23 2.68 1.40 1.90 0.12 1.42 1.00 1.56 2.44 0.73 0.60 0.16 4.57 0.99 0.78 0.50 0.84 2.62 0.22 1.98 0.23 2.58 0.30 0.25 4.09 0.20 0.17 0.11 1.77 0» 1.34 0.64 3.09 1.28 3.64 0.02 0.67 0.26 0.14 1.11 0.76 0.10 0.72 0.45 0.30 2.08 2.37 0.38 0.76 0.21 0.11 0.98 0.30 1.04 2.22 0.03 0.86 1.00 0.20 0.10 2.90 4.30 0.35 2.25 6.18 1.45 0.73 0.30 2.92 2.23 0.08 1.30 2.69 0.53 1.24 0.14 0.48 2.43 2.87 0.25 0.37 1.52 1.25 0.56 0.91 2.07 1.90 1.08 2.90 2.16 ■0 0.10 0.95 0.64 1.19 0.10 0.96 2.31 0.38 5.10 0.15 4.78 0.22 1.56 1.53 1.55 1.10 1.60 1.60 0.05 1.65 0.90 2.18 8.12 1.56 0.53 4.78 0.16 1.37 0.05 2.78 2.92 4.49 2.80 1.98 1.38 1.32 13.74 3.35 2.16 3.85 1.30 9.23 3.77 2.47 6.30 2.87 2.43 2.54 0.59 7.90 3.36 5.58 8.11 3 . 87 '> 1.78 5.09 1.04 5.83 2.46 2.93 2.96 1.78 7.46 6.40 3.80 3.00 1.50 2.60 4.35 1.38 0.10 5.00 3.60 7.68 4.55 9.88 5.94 6.90 0.73 2.59 6.92 6.35 16.22 2.85 1.79 0.07 1.40 4.96 6.97 3.03 0.08 0.44 0.10 0.86 0.75 1.78 8.68 1.37 1.78 4.07 1.20 3.52 0.26 4.97 2.33 3.66 5.18 2.68 0.98>> 10.62 1.18 0.84 0.93 0.74 0.07 3.99 2.91 2.30 4.55 6.30 0.90 1.20 8.40 3.06 5.20 2.15 6.90 2.55 1.50 4.08 5.95 0.19 4.99 3.71 6.06 7.74 1.33 3.94 2.56 3.73 5.61 0.76 3.20 2.91 0.60 4.74 13.41 2.46 1.89 1.39 7.84 11.80 0.10 2.31 3.60 8.92 8.46 4.46 0.60 4.10 5.73 2.21 2.81 6.20 3.56 0.66 0.77 2.69 1.84 2.18 1.17 0.79« 4.20 1.70 1.80 0.70 0.70 4.75 5.50 4.61 6.60 6.20 5.50 1.65 3.28 2.15 3.12 9.30 1.64 0.69 1.13 1.64 0.47 8.82 3.30 7.68 2.47 2.25 1.38 5.60 2.05 0.75 2.02 2.01 2.10 3.77 0.64 0.17 0.13 2.50 1.79 6.28 11.49 2.02 1.14 6.71 1.65 4.04 1.42 5.18 2.87 1.40 2.80 1.89 1.10 0.70 5.42 = 0.10 0.30 0.20 3.00 0.30 0.93 3.10 0.65 0.80 1.60 0.90 0.21 0.20 0.61 4.02 0.99 2.38 2.44 2.10 0.21 0.32 1.29 0.26 0.10 4.86 2.39 4.32 10.37 0.71 2.37 1.64 2.02 0.63 1.65 0.02 2.40 1.78 0.66 2.25 1.72 2.09 4.39 2.13 1.71 1.30 0.27 0.52 0.39 0.70 0.10 0.86 3.73 0.10 1.40 0.10 1.50 1.70 0.13 0.10 2.50 0.80 0.50 0.67 1.08 0.18 2.53 0.35 1.13 0.44 0.06 3.43 1.34 0.12 0.72 0.83 1.30 4.35 0.63 0.74 0.62 0.58 0.05 0.33 0.33 0.08 0.14 0.03 0.19 0.59 0.06 0.81 0.38 0.56 0.50 0.24 0.25 2.00 0.03 0.12 0.25 2.03 0.11 0.07 0.14 0.33 0.16 0.38 0.11 0.16 0.13 13.50 11.60 13.20 19.70 16.22 19.33 7.61 28.57 23.36 29.85 19.16 27.11 19.98 21.17 17.68 14.10 24.38 27.27 25.49 17.34 16.57 15.78 23.83 15.23 34.21 20.10 14.20 14.13 25.18 30.86 13.53 12.54 28.27 16.76 27.59 13.22 6.77 21.06 16.78 34.27 26.38 15.27 30.82 17.12 22.36 16.09 16.37 15.71 18.24 13.84 13.52 13.01 10.58 136 SANTA ANA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT HEMET RESERVOIR, LAKE HEMET-Continued REMARKS AND FOOTNOTES Period Observer October, 1896-Deeember 1939 January, 1940-May, 1943 October, 1943-September, 1951 October, 1951-June, 1952 Lake Hemet Water Company George L. McClatchey Elmer G. Jackson " Estimated on basis of record from non-recording gage. '' Clock stopped December 31- January 1; accumulated amount prorated to period of stoppage. Clock stopped February 28-March 1 ; accumulated amount prorated to Idyllwild amounts. '' Records from automatic recording gages not yet published by United States Weather Bureau. RECORD OF MONTHLY PRECIPITATION AT THE HENDRICKS RANCH (NEAR MORENO) Date established: 1927 Type of gage: non-recording Observer: O. H. Scott Record obtained from: O. H. Scott, Hendricks Ranch Elevation: 1.550 feet Latitude: 33° 54' Longitude: 117° 11' Station number on Plate 4:9 (In inches) Season 1926-27.. 1927-28.. 1928-29.. 1929-30.. 1930-31- 1931-32- 1932-33.. 1933-34. 1934-35.. 1935-36.. 1936-37. 1937-38. 1938-39. 1939-40. 1940-41. 1941-42. 1942-43. 1943-44. 1944-45- 1945-46. 1946-47. 1947-48. 1948-49. 1949-50. 1950-51. 1951-52. July Aug. 0.37 0.22 0.20 0.55 0.40 2.36 0.60 0.51 15 Sept. 0.90 1.69 1.20 0.35 Oct. 3.24 0.75 0.74 0.78 0.75 2.30 3.01 0.16 1.34 2.41 0.25 0.58 0.79 0.44 Nov. 0.22 0.76 0.71 1.95 1.04 0.57 0.16 1.10 0.27 0.45 0.35 4.06 .".I 82 1.24 0.43 Dec. 0.90 1.38 2.83 1.10 2.37 2.50 0.66 5.90 1.02 4.60 0.30 3.74 3.00 1.10 5.73 0.50 2.69 1.48 1.58 2.06 0.84 4.47 Jan. 0.24 0.41 1.33 5.02 1.74 2.54 3.50 0.21 2.49 0.05 1.84 1.68 2.37 2.42 1.17 0.38 7.43 0.38 2.18 0.29 1.28 2.11 1.54 0.97 6.40 Feb. 7.09 1.40 0.41 0.31 4.19 6.21 1.40 2.88 4.25 5.67 3.11 1.53 3.16 6.76 0.50 2.64 5.20 3.33 0.25 1.00 1.44 1.47 0.61 0.69 Mar. 2.19 0.71 0.86 4.18 0.60 0.29 1.93 1.10 4.33 4.97 1.15 1.34 5.92 0.98 3.10 0.76 0.20 2.48 0.84 0.73 0.46 1.10 0.59 4.40 Apr. 0.69 1.26 1.29 1.55 0.79 0.94 0.62 0.45 0.19 1.02 1.23 1.05 2.44 1.74 0.68 1.84 0.58 0.21 0.46 1.49 1.11 May 1.28 1.64 1.25 0.60 0.62 0.09 0.26 0.33 June 0.17 0.29 0.29 Total 8.16 6.75 18.34 10.95 16.05 6.89 4.27 13.76 7.30 21.10 11.80 11.08 11.22 21.64 10.01 15.95 14.49 10.27 9.31 8.39 5.40 7.12 6.23 5.23 18.44 APPENDIX C RECORD OF MONTHLY PRECIPITATION AT IDYLLWILD 1:m Date established: 1901 Type of gage: non-recording to September, 1940 ; recording from October, 1940 i observer: see remarks Record obtained from: see remarks (In inches) Elevation: 5,400 feet Latitude: see remarks Longitude: see remarks Station number on Plate 4:10 Sea-nn 1900-01 1901-02 1902-03, 1903-04 1901-05 1905-06. 1906-07. 1907-08- 1908-09. 1909-10- 1910-11. 1911-12 1929-30 1930-31- 1931-32. 1932-33- 1933-34- 1934-35- 1935-36- 1936-37. 1937-38. 1938-39- 1939-40- 1940-41- 1941-42. 1942-43. 1943-44. 1944-45- 1945-46. 1946-47- 11947-48 [1948-49. 1949-50. 1950-51- 1951-52- July 0.34 0.33 Trace 0.03 0.73 0.05 1.50 1.00 0.55 1.02 0.23 0.03 0.88 0.41 0.13 0.45 0.04 0.83 0.05 0.19 2.19 0.11 0.22 2.21 Aug. 3.44 0.57 2.45 0.17 2.77 2.73 1.87 0.21 2.58 0.28 2.45 0.10 1.01 1.71 0.84 0.25 1.50 0.28 0.06 3.38 0.23 3.72< 0.19 0.08 0.50 Sept, Trace 2.21 Trace 0.38 0.14 Trace 3.11 0.40 0.15 0.80 3.70 1.81 0.70 0.53 0.90 2.49 6.20 0.22 0.34 0.18 1.29 1.73 0.38 0.02 0.62 0.25 Oct. 1.03 0.10 0.47 0.25 Trace 0.03 4.55 1.85 1.43 0.43 0.11 0.71 0.71 2.13 1.61 1.84 4.08 0.69 1.72 2.27 4.19 0.95 1.56 0.30 0.31 1.72 0.54 2.31 1.61 0.10 1.39 Nov. 0.69 3.80 8.38 2.15 1.11 0.70 4.34 2.40 0.15 5.93 3.45 0.42 1.74 0.76 2.38 0.48 1.66 2.37 0.98 8.41 0.87 8.26 0.47 0.02 3.05 2.21 1.35 Dec. 0.34 2.00 0.98 1.93 5.25 2.64 1.05 8.53 0.10 2.10 10.38 6.83 5.08 4.84 0.82 13.09 5.64 7.86 0.71 9.63 7.94 3.65 7.31 1.72 9.02 3.96 0.35 14.56 Jan. 3.47» 2.42 3.82 0.80 6.85 3.34 7.30 3.96 12.16 5.20 9.35 0.30» 11.62 3.03 3.65 7.20 2.91 5.78 0.45 8.51 3.35 5.32 8.11 4.00» 2.26 12.36 2.74 1.54 1.57 1.19 0.27 6.63 5.62 4.43 7.25 Feb. 5.81 5.25 3.00 2.70 8.43 5.32 2.71 3.85 7.27 0.60 6.26 2.01 3.50 15.06 4.41 4.55 16.90 16.16 7.58 4.07 6.81 7.84 3.71 3.87 9.65 8.67 1.41 1.37 5.39 4.29 4.12 2.66 1.99 Mar. 1.23 5.53 6.76 4.59 10.07 16.15 6.78 1.67 4.56 3.08 6.03 12.77 6.44 0.70 0.40 4.30 4.23 9.14 18.12 4.76 0.42 13.00" 3.30 7.53 3.25 9.53 4.69 1.75 3.59 = 2.74 1.76 1.44 9.80 Apr. 0.37 0.09 6.10 2.19" 2.20 3 . 19 0.89 2.34 0.26 0.33 1.34 3.01 4.48 4.11 2.06 2.86 4.77 3.61 1.06 2.77 2.49 6.10 8.00" 3.28 2.13 2.43 0.65 0.94 0.51 2.06 1.47 4.11 May 1.22 0.20 0.48 1.42» 3.77 2.73 1.48 1.14 0.15 1.56 5.13 1.01 1.30 2.26 0.60 0.46 0.18 0.11 0.50" 0.95 0.38 1.41 0.04 2.48 0.60 0.63 June 0.10 0.09 0.04 0.43 Trace 0.15 0.44 0.22 1.14 0.36 Total 19.43 26.48 14.95 b 35.01 41.66 30.66 21.31 35.34 25.35 27.82 22.14 b 36.30 19.45 42.19 21.90 16.08 30.26 29.46 54.92 39.37 29.05 30.43 47.12b 28.89 31.75 28.07 30.88 24.05 24.32 20.71 22.78 22.24 16.85 REMARKS AND FOOTNOTES Period Observer Record obtained from Elevation Latitude and longitude i.Ianuarv. 1901-December, 1905 [January, 1906-October, 1906 _ United States Weather Bureau United States Weather Bureau _ United States Weather Bureau. . United States Weather Bureau United States Weather Bureau United States Weather Bureau Not known 5,250 5,250 5,250 5,250 5,250 5,379 5,400 5,378 5,378 5,385 5,400 M. U. Schaff W. L. Abdill Earl Powers - R. D. Fobes Earl Powers II. H. Hagerty Gregory Esgate Hugh M. Baird November, 1906-Februarv, 1908 33° 44' 116° 43' March, 1908-April. 1908 t\Iay, 1908- December, 1909 [January. 1910-June, 1912 Not known Not know r n July, 1929-September, 1940 33° 45' 116° 43' [October, 1940-August, 1941 . September, 1941-April, 1942 United States Weather Bureau United States Weather Bureau United States Weather Bureau United States Weather Bureau . . . United States Weather Bureau 33° 45' 116° 42' 33° 45' 116° 42' May, 1942-May, 1945 33° 45' 116° 42' May, 1945-June, 1952_ 1 tine, 1 952-present John A. Wilson- United States Forest Service 33° 45' 116° 43' 33° 45' 116° 43' " Estimated, r Partially estimated. '" Copied from "Idylhvild R. S." daily record. ' Records from automatic recording gages not yet jublished by United States Weather R ireau. L38 SANTA ANA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT IDYLLWILD RANGER STATION Date established: 1943 Type of gage: non-recording Observer: United States Forest Service Record obtained from: United States Weather Bureau Elevation: 5.897 feet Latitude: 33° 45' Longitude: 116° 43' Station number on Plate 4:11 Estimated. Partially estimated. (In inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1943-44 0.96 0.49 0.32 1.98 0.55 2.31 1.39 0.10 1.43 10.93" 0.10" 7.47 0.47 0.02 2.58 2.05" 1.34 7 . 59 1 . 53 6.50" 3.08 3.79 4.17 3.49 0.15" 14.56 10.32 8.27 1.02 1.21 4.43 4.29 3.91 2.17 1.18 3.09 10.50" 4.23 1.62 3.59 2.74 1.30 1.25 8.89 2.32 0.36 1.15 0.54 1.60 1.27 3.65 3.67 0.85 0.04 0.14 1.21 0.03 2.48 0.45 0.64 0.34 0.07 11(44-45 0.10 2.55 0.11 0.22 2.22 3.50 0.59 3.72 0.28 0.08 0.51 0.02 1.42 1.55 0.29 0.03 0.69 0.25 1.19 0.25" 0.89 0.25 6.63 5.15 4.00 6.91 33 33 1> 1945-46.. 18 73 <■ 1946-47 23 29 1(117-48 19 06 1948-49 22.78 1949-50. . 19.82 1950-51 1951-52 15. (KM 41 03 RECORD OF MONTHLY PRECIPITATION AT LAKEVIEW, McDONOUGH Date established: 1909 Type of gage: non-recording Observer: Mrs. Julia McDonough Record obtained from: United States Geological Survey Elevation: 1,468 feet Latitude: 33° 50' Longitude: 117° 07' Station number on Plate 4:12 (In inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1909-10 0.14 0.10 0.19 1.50 0.11 0.27 0.16 0.02 0.29 0.31 0.20 0.04 0.05 0.25 0.12 0.34 0.13 0.11 0.09 0.20 1.20 0.25 0.08 0.37 0.07 0.43 0.06 0.50 0.48 0.66 0.06 1.08 0.12 0.08 0.02 0.46 0.20 1.23 0.73 1.14 1 .49 0.66 0.99 1.60 0.22 0.93 0.16 2.08 0.10 2.18 0.83 0.64 0.63 0.19 2.31 0.16 2.55 0.08 1.26 0.59 2.03 0.64 0.95 0.04 0.20 1.26 0.40 0.51 0.22 2.74 0.83 0.24 0.60 1.58 0.88 0.88 1.28 2.30 0.45 0.86 0.67 0.38 0.02 0.18 4.90 0.23 0.55 0.62 2.69 2.57 1.83 1.18 0.71 0.83 11.77 1.91 2.16 2.15 1.14 2.73 2.24 1.61 3.21 2.10 3.20 0.45 8.40 1.91 5.44 3.15 4.67 0.42 0.96 5.68 6.05 9.04 2.84 1.29 0.54 0.69 2.76 5.42 2.01 0.28 0.26 1.06 0.68 0.50 1.16 5.85 1.45 0.95 0.64 2.77 0.10 2.33 1.49 2.39 0.15 3.21 3.47 3.06 4.86 0.82 2.01 3.04 1.89 3.40 0.54 2.67 0.86 0.50 4.85 9.24 1.52 1.08 0.68 4.50 7.09 1.64 3.10 5.17 5.15 3.58 1.68 1.50 1.77 6.71 0.48 1.29 1.20 1.06 0.11 6.41 1.48 4.79 1.61 3.27 0.56 4.12 1 .53 0.51 2.40 1.59 1.15 4.55 0.32 0.23 0.56 1.86 1.21 4.57 6.89 1.17 1.07 2.79 0.64 2.66 2.01 1.00 0.42 0.37 0.16 0.15 2.61 1.31 1.33 7.07 0.90 0.10 1.40 1.34 1.27 0.75 0.82 0.26 0.20 0.92 0.84 0.88 0.21 1.30 0.06 0.69 0.11 0.27 1.75 1.84 0.73 0.35 0.27 1.01 1.79 0.70 0.94 0.05 0.41 0.20 1.02 0.05 0.25 0.19 11.33 1910-11... 12.14 1911-12 1912-13 12.02 7.30 1913-14 15.71 1014-15 1915-16 1916-17 19.48 14.77 10.13 1917-18 . . 12.60 1918-19 . 8.95 1919-20 13.39 1920-21. 9.58 1921-22 26.44 1922-23 10.91 1923-24 10.29 1924-25 7.60 1925-26 17.31 1926-27 17.95 1927-28 10.29 1928-29.. 8.11 1929-30 15.40 1930-31 10.16 1931-32.. 16.72 1934-35 5.77 15.22 1935-36 9.24 1936-37 23.58 1937-38 14.86 1938-39 12.44 (End of Record) APPENDIX C RECORD OF MONTHLY PRECIPITATION AT LA SIERRA ALFALFA RANCH (NEAR HEMET) 13!) Date established: 1917 T.\ pe of gage: non-recording Observer: ranch office employees Record obtained from: Irwin E. Farrar (In inches) Elevation: 1,020 feet Latitude: 33° 44' Longitude: 117° 01' Station number on Plate 4:13 Season 1917-18 1918-19 1919-20 1920-21 1921-22 1922-23 1923-24 1924-2.") 1925-26 1926-27 1927-28 1928-29 1929-30 1930-31 1931-32 1932-33 1933-34 1934-3.5 1935-36 1936-37 1937-38 1938-39 1939-40 1940-41 1941-42 1942-43 1943-44 1944-45 1945-46 July 2.05 0.22 0.31 0.04 o o 0.23 0.35 0.02 0.02 Aus 0.13 0.42 0.10 0.17 0.22 1.04 0.09 Sept. 0.26 0.17 0.03 o o 0.90 0.18 0.11 0.10 0.06 3 . 05 0.04 0.12 Oct. 0.89 0.70 0.35 2.65 0.13 0.06 0.09 2.20 0.02 0.69 1.39 1.03 0.77 0.99 2.30 0.13 0.08 0.94 1.93 0.16 0.67 Nov. 0.28 1.14 0.78 0.55 0.22 1.69 1.36 0.29 0.40 1.45 1.52 0.60 1.28 1.93 0.08 0.73 0.61 0.35 0.03 1.44 0.18 1.05 0.11 4.33 Dec. 1.23 1 .15 0.38 12.03 1.30 2.45 1.73 0.75 2.81 1.68 1.46 3.44 1.90 1 . 54 3.49 0.46 5.76 1.64 4.90 0.42 5 . 02 2.06 0.59 5.29 0.69 Jan. 1.82 0.28 1.10 2.72 5.68 2.33 0.47 0.11 0.02 0.76 0.40 1.53 5.50 1.44 0.87 4.01 0.48 2.50 2.62 1.21 2.77 3.02 1.14 0.78 5.12 0.25 0.27 Feb. 2.86 2.46 4.55 0.38 2.52 0.99 0.25 8.91 1.63 0.70 0.46 3.35 7.73 1.48 2.56 4.85 4.30 3.27 1.55 2.99 3.49 0.74 2.12 4.32 2.88 Mar. 7.78 2.06 3.89 1.54 1.69 1.32 3.39 1.30 0.85 2.20 1.06 1.25 2.99 0.27 0.35 1.82 1.10 4.72 3.65 1.02 0.08 5.90 0.84 2.18 0.62 3.42 Apr. 0.25 0.35 0.18 0.38 0.79 1.30 1.51 .5.51 1.33 1.32 1.00 1.81 0.38 1.43 0.71 0.49 0.23 1.46 0.57 1.76 3.12 1.78 0.82 1.03 0.09 May 0.22 0.24 0.76 1.92 0.59 0.19 0.32 0.68 3.09 0.16 0.03 0.59 0.47 0.03 0.09 1.47 June 0.04 0.94 0.20 0.03 0.25 0.02 Total 15.14 8.97 13.80 8.12 26.41 8.59 9.06 6.41 13.28 17.80 7.89 8.25 13.94 8.66 15.79 8.73 4.20 13.62 8.70 20.37 11.32 10.94 12.84 19.79 9.22 11.19 12.18 13.1.5 (End of Record) RECORD OF MONTHLY PRECIPITATION AT LAWRENCE ADIT Date established: 1938 Type of gage: non-recording ( ihserver: Metropolitan Water District of Southern California Record obtained from: Metropolitan Water District of Southern California (In inches) Elevation: 2,845 feet Latitude: 33° 53' Longitude: 116° 54' Station number on Plate 4:14 Season 1937-38 1938-39 1939-40 July 0.08 Aug. Trace Trace Sept. 0.07 5.26 Oct. 0.21 0.18 Nov. 0.32 = 1.50 Dec. 4.83 0.61 Jan. 1.87 3.43 5.27 Feb. 6.39 2.66 3.94 Mar. 11.49 2.15 0.08 Apr. 1.93 1.23 4.91 May 0.73 0.01 Trace June Total 14.99b 21.75 (Discontinued) Estimated. Partially estimated. 140 SANTA ANA RIVEE INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT MARCH FIELD Date established: L928 !'.\ i I gage: non-recording Observer: March Field personnel Record obtained from United States Army: United States Weather Bureau (In inches) Elevation: 1,538 feel Latitude: 38° .",4' Longitude: 117° 16' Station number on Plate 4:l. r > Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 0» 0.01 0.08 0.01 0.02 0.15 0.09 0» 0.07 0.23 0.05 0.23 0.24 0.02 0.25 0.42 1.33 0.02 0.73 0.14 0" 0.95 0.15 0.01 0.18 0.04 2.36 0.01 0.12 0.10 0.90 0.01 0.56 0.70» 0.75 0.70 0.67 1 .34 0.09 2.90 0.14 0.07 1 . 05 1 . 99 0.19 0.43 0.02 0.24 0.43 0.07 0.83 0.01 0.01 0.28 0.90» 0.72 1.54 0.01 0.08 1.06 0.48 0.16 0.09 1.14 0.32 0.43 0.13 0.07 3.23 0.10 4.18 0.73 1.50 0.45 1 .36 2.41 2.14 1.38 2.36 0.51 4.61 1.30 4.93 0.36 4.64 2.54 0.79 6.06 0.40 2 .22 1 . 36 1.38 1.69 1.16 0.01 4.42 0.89 4.02 1.75 1.15 2.69 0.32 1.48 0.07 1.32 1.27 2.52 3.07 1.46 0.58 3.60" 0.42 0.20 0.17 0.14 0.03 1.91 1.48 0.94 5.38 0.57 0.41 4.78 5.03 0.04 1.37 2.14 3.61 4.09 2.58 1.59 2.81 6.43 0.67 2.19 4.38 1.99 0.70 0.18 1.07 0.66 1.60 0.35 0.22 0.95 4.43 0.12 0.17 0.01 0.16 1.83 0.98 5.06 4.77 0.96 1.44 :» . 04 0.98 2.32 0.70 2.90 1.64 0.68 0.84 0.34 0.37 0.54 4.67 0.69 1.18 1.10 0.79 0.84 0.01 0.71 0.41 0.24 0.88 1.27 1.15 2 . 55 1.66 1.03 1 . 35 0.20 0.54 0.19 0.46 0.63 1.26 1.27 1 . 58 0.57 0.55 0.05 0.04 0.14 0.35 0.01 0.08 0.04 0.37 0.17 0.23 0.08 0.06 0.01 0.46 0.17 0.01 0.16 0.04 0.28 6 07 b 1929-30 12.64 1930-31- 10.25 1931-32 - 12.34 1932-33— 6.97 1933-34.- ... 3 . 53 1934-35— . 11.38 193S-36-- . - 6.44 1936-37— . 18.62 1937-38- . . 11.25 1938-39— . 11.73 1939-40 . 12.40 1940-41 . . 21.62 1941-42 9.27 1942-43 10.25 b 1943-44— 13.57 1944-45— - - _ 8.94 1945-46 7.04 1946-47 8.60 HI47-48 5.04 1948-49 1949-50 5.66 6.06 1950-51 4.67 1951-52 17.48 ■■' Estimated. : Partially estimated APPENDIX C RECORD OF MONTHLY PRECIPITATION AT MORENO, ERRAMUSPE 141 Date established: 1021 Type of gage: non-recording ( (bserver: John Erramuspe Record obtained from: John Erramuspe (In inches) Elevation: 1,590 feel Latitude: 33° 55' Longitude: 117° 08' Station number on Plate 4:16 Season 1921-22, 1 922-23 _ 1923-24. 1924-25 - 1925-26. 1926-27. 1927-28- 1928-29 _ 1929-30. 1930-31. 1931-32- 1932-33- 1933-34- 1934-35. July 1935-36-. •1936-37.-- : 1937-38- . - ' 1938-39- - _ i 1939-40. _. .1940-41 1941-42. I 1942-43- 11943-44. 1 1944-45- 1945-46- 11946-47- 1947-48. I 1948-49- 11949-50. 1950-51. 1951-52. 0.02 0.30 0.08 Aug. 1.00 0.07 0.15 0.18 0.81 0.23 0.80 1.45 Sept. 2.73 1.38 0.07 0.15 1. 1 0.32 0.70 0.50 Oct. 0.29 0.34 0.92 2.30 3.15 0.84 1.19 0.89 0.62 2.61 3.94 0.25 0.37 0.97 2.00 0.51 0.62 0.19 0.61 0.02 0.78 0.03 0.56 Nov. 1.63 0.95 0.80 0.64 1.63 0.25 1.16 1.04 2.77 0.22 1.02 0.72 0.17 0.01 1.18 0.35 0.44 0.14 Trace 4.16 0.12 5.00 0.09 0.21 1.17 1.38 0.51 12.82 2.21 1.95 2.35 1.13 2.14 2.57 1.85 3.36 2.26 3.09 3.67 0.65 6.60 1.87 5.21 0.41 4.25 3.85 1.50 5.50 0.60 3.24 2.28 2.40 2.27 1.35 5.05 Jan. 4.78 2.49 0.19 0.13 0.86 0.57 0.41 1.86 5.00 1.75 2.52 4.73 0.69 2.95 2.09 2.13 2.67 3.66 1.43 6.22 0.70 0.28 0.21 0.02 2.65 2.09 1.36 6.10 Feb. 2.38 1.09 0.20 3.38 9.20 1.97 1.05 0.47 4.36 7.36 1.75 3.30 5.70 6.18 3.94 1.76 3.31 6.57 0.70 3.48 3.96 2.82 0.81 0.26 1.23 0.39 Mar. 1.42 0.67 3.40 1.01 0.26 2.88 1.18 1.04 4.58 0.55 0.15 2.44 1.56 5.84 5.74 1.55 1.50 6.46 1.23 3.56 1.06 3.70 0.25 1.33 1.25 0.81 1.53 0.32 5.17 Apr. 0.18 1.50 1.79 1.77 7.29 0.84 0.06 1.56 1.32 2.24 0.81 1.12 0.93 0.45 0.39 1.16 0.61 1.02 3.96 1.95 0.91 1.53 0.88 0.39 0.79 0.60 1.55 1.99 May 1.17 0.35 0.28 0.75 1.96 0.75 0.74 0.05 0.06 0.04 0.23 0.49 0.30 0.07 0.65 0.22 0.25 June 1 .30 0.61 0.51 0.03 0.08 0.39 Total 25.77 9.93 9.20 7.91 15.86 18.54 10.24 9.36 14.71 11.88 18.61 9.47 6.31 17.28 9.12 25 . 44 15.34 12.23 13.17 24.02 10.98 16.55 13.77 11.56 6.29 11.10 8.13 9.22 8.91 6.39 20.35 RECORD OF MONTHLY PRECIPITATION AT PALOMA (MENIFEE) VALLEY, ZEIDERS RANCH Date established: 1939 ; Type of gage: non-recording Observer: Walter H. Zeiders Record obtained from: Walter H. Zeiders Elevation: 1,520 feet Latitude: 33° 38' Longitude: 117° 10' Station number on Plate 4:17 ( n inches) Season July Aug. Sept. Oct, Nov. Dec. ' Jan. Feb. Mar. Apr. May June Total 1939-40 Trace 0.29 0.07 1.10 0.34 Trace 0.24 0.51 0.95 1.95 0.28 0.17 0.16 1.18 0.14 0.80 0.63 0.93 0.10 0.87 5.90 0.29 4.45 0.08 1.98 1.17 0.87 0.71 0.29 6.43 ,2.81 0.70 7.00 0.97 3.76 2.46 3.34 5.09 1.30 0.48 4.47 4.14 1.37 0.57 10.33 1.06 0.21 0.24 0.30 1.08 1.90 0.46 5.92 3.68 5.39 1.15 3.19 6.29 1.98 0.66 0.21 L76 0.64 0.73 0.52 0.48 0.34 7.84 1.01 3.43 0.87 4.31 4.43 1.11 0.74 0.23 0.86 0.53 5.77 1.11 3.87 1.84 0.69 0.60 0.58 0.14 0.58 0.67 1 .26 1.77 0.14 Trace 0.16 0.29 11.00 1940-41 26.09 1941-42 10.49 1942-43 18.69 1944-45 15.99 13.39 1945-46 11.22 1946-47 9.85 1947-48 6.93 1948-49 9.82 1949-50 6.63 ,1950-51 4.28 .1951-52 20.33 1 12 SANTA ANA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT PERRIS Hate established: 1949 Type of gage: non-recording ( (bserver: California State Division of Forestry Record obtained from: Riverside County Flood Control and Water Conservation District (In inches) Elevation: 1.450 feet Latitude: 33 47' Longitude: 117° 14' Station number on Plate 4: is Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1948-49.. 0« 0.10 0.19 0.22 0.01 0.55 1.07 1.34 0.50 0.94 4.08 3.63 1.74 1.04 5.57 0.64 0.78 1.62 0.31 0.56 1.25 0.62 4.51 0.01 0.56 1.41 1.19 0.33 0.08 0.51 1949-50 . 6.43 6.54 17.22 1950-51 .. -_ ..- - 1951-52 Estimated by Division of Water Resources; originally read as O.fMi inches. RECORD OF MONTHLY PRECIPITATION AT PERRIS, HENDRICKS Date established: 1911 Type of gage: non-recording Observer: M. C. Hendricks Record obtained from: United States Soil Conservation Service Elevation: 1,456 feet Latitude: 33° 40' Longitude: 117° 14' Station number on Plate 4:1!) (In inches) Season 1911-12 1912-13 1913-14 1914-15 1915-16 1916-17 1921-22 1922-23 1923-24 1924-25 1925-26 1926-27 1927-28 1928-29 1929-30 1930-31 1931-32 1932-33 1933-34 1934-35 1935-36 1936-37 1937-38 1938-39 July 0.09 0.10 0.20 0.15 0.28 Aug. 0.52 0.68 1.40 0.06 0.07 0.42 0.15 0.30 0.42 0.25 Sept. 0.35 0.90 0.03 0.75 0.05 0.46 2.06 0.21 0.54 0.05 1.00 0.35 0.02 0.08 0.13 0.35 Oct. 0.25 1.28 0.05 0.93 0.26 0.15 0.14 0.18 1.97 0.07 2.62 0.80 0.05 1.18 0.15 1.70 0.20 2.76 0.15 Nov. 0.40 1.79 0.58 0.60 0.15 1.72 1.13 0.15 0.58 1.50 0.13 1.00 1.01 1.96 0.33 0.25 1.43 0.65 0.35 0.04 Dec. 0.60 0.86 3.04 3.68 1.70 9.47 1.56 1.81 1.15 0.95 1.84 3.77 1.08 4.01 2.85 2.42 0.35 0.71 5.41 1.58 6.55 Jan. 0.10 1.26 6.17 6.12 9.37 2.24 5.59 1.34 0.40 0.18 0.30 0.40 1.39 4.59 1.19 1.24 5.10 1.05 1.70 0.04 2.46 1.40 2.90 Feb. 3.84 3.25 3.90 1.08 2.17 1.91 0.93 0.14 4.44 6.48 1.48 0.75 0.37 5.62 7.80 1.34 3.45 5.15 5.98 4.11 1.49 Mar. 5.53 0.53 1.27 1.11 1.36 0.11 1.75 0.70 3.81 0.86 0.34 2.41 1.03 0.91 3.99 0.12 0.12 0.08 0.35 2.00 1.30 4.38 6.15 0.89 Apr. 1.69 0.61 0.89 1.44 0.10 1.11 0.12 1.36 1.28 0.98 6.64 0.45 0.40 0.45 1.20 0.87 0.73 0.20 0.25 0.05 0.54 0.88 May 0.79 0.24 0.30 0.86 0.04 0.11 0.68 0.27 0.35 0.54 3.06 0.50 0.58 0.33 0.34 June 0.08 0.26 0. 10 0.05 0.30 0.10 0.33 Total 9.31 9.66 15.59 17.85 17.68 8.93 22.05 7.97 9.11 4.06 14.92 13.47 10.17 6.33 13.93 9.79 16.85 10.97 6.17 Il.Ofi 8.72 21.72 14.16 13.74 (End of Record) RECORD OF MONTHLY PRECIPITATION AT PERRIS 1 WSW Date established: 1951 Type of gage: non-recording Observer: Glen Smith Record obtained from: United States AVeather Bureau (In inches) Elevation: 1,600 feet Latitude: 33° 46' Longitude: 117° 15' Station number on Plate 4:20 Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1951-52 0.25 0.18 0.73 0.75 4.61 5.96 0.58 4.86 1.39 Trace 19.31 APPENDIX C RECORD OF MONTHLY PRECIPITATION AT POPPET FLATS 143 Hate established: 1936 Type of gage: non-recording Observer: Dick Terribilini Record obtained from: Metropolitan Water District of Southern California (In inches) Elevation: 3,540 feet Latitude: 33° 51' Longitude: 116° 51' Station number on Plate 4:21 Season 1936-37 j 1937-38 1938-39 ; 1939-40 '. 1940-41 1941-42 I 1942-43 | 1943-44 1 1944-45 ! 1945-46 1946-47 : 1947-48 . 1948-49 ' 1949-50 1950-51 1951-52 July Aug. Sept. Oct 0.10 0.40 0.18 1.10 o o 0.90 0.30 0.95 0.37 2.61 0.60 5.02 0.31 0.35 0.57 1.85 0.37 0.30 0.43 0.06 0.55 0.09 2.00 2.81 1.19 1.18 0.52 4.52 0.45 1.44 0.90 1.05 Nov. 0.08 0.73 1.69 1.37 1.28 1.36 0.95 8.19 0.15 8.48 3.00 2.00 1.10 Dec. Jan. Feb. Mar. Apr. May June 11.68 4.18 3.44 0.73 8.52 4.86 2.34 5.27 1.66 7.15 4.13 4.60 3.81 2.82 10.08 7.71 3.15 4.80 9.59 2.48 1.33 9.62 1.00 0.30 0.48 0.93 0.22 3.70 4.05 3.69 7.22 10.42 7.40 3.30 5.75 8.19 1.67 3.92 8.58 5.81 1.20 4.64 2.94 3.70 2.75 1.21 0.77 8.75 10.98 4.05 0.32 11.02 2.11 6.98 1.87 7.21 4.30 1.86 3.03 1.70 2.59 1.93 5.55 0.87 2.90 2.15 6.26 5.65 2.68 3.05 1.59 0.74 1.55 0.60 82 10 0.63 1.33 0.80 0.45 o o 0.34 0.78 0.43 2.00 0.54 0.43 0.11 0.25 0.12 0.24 Total 31.19 20.22 29.45 40.24 17.87 28.95 21.03 23.91 18.87 28.89 13 . 86 16.35 18.05 12 . 54 29.71 RECORD OF MONTHLY PRECIPITATION AT POTRERO SHAFT (NEAR BANNING) Date established: 1936 Type of gage: non-recording Observer: Metropolitan Water District of Southern California Record obtained from: Metropolitan Water District of Southern California (In inches) Elevation: 2,325 feet Latitude: 33° 51' Longitude: 116° 56' Station number on Plate 4:22 Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1936-37 1937-38 0.05 0.08 0.06 4.82 (Station 0.28 0.23 abandon 0.03 0.35 1.57 ed August 10.00 2.31 5.54 0.54 16, 1940) 4.98 2.21 3.65 5.16 8.70 5.78 2.64 4.59 7.44 9.11 3.07 0.04 0.58 2.86 1.80 4.55 0.18 0.43 0.01 Trace 22.78 1938-39. _. 17.48 1939-40 21.50 1940-41 144 SANTA AXA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT RAILROAD CANYON DAM Date established: 1927 Type of gage: non-recording Observer: Temescal Water Company Record obtained from: Temescal Water Company Elevation: 1,390 feet Latitude: 33° 41' I gitude: 117° 17' Station number on Plat* (In inches) Season July Aug Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1926-27" 1927-28 1928-29. 1929-30" 1930-31" 1931-32" 1932-33" 1933-34" 1934-35- 1935-36. 1936-37. 1937-38. 1938-39. 1939-40 1940-41. 1941-42. 1942-43. 1943-44. 1944-45. 1945-46.. 1946-47. 1947-48.. 1948-49.. 1949-50. 1950-51.. 1951-52.. 0.07 o o o o o o o 0.08 0.32 0.46 0.05 0.17 1.04 1.03 b 0.12 0.24 0.13 0.06 0.27 0.09 2.05 0.06 0.18 0.57 0.70 0.23 0.58 1.16 0.22 1.91 0.09 2.75 0.13 0.41 0.92 2.13 0.16 0.25 0.06 0.29 0.11 0.63 0.24 0.30 0.76 0.42 0.11 0.13 1.44 0.59 0.18 0.80 0.09 0.92 0.01 4.02 0.30 4.61 0.14 0.55 0.86 0.51 1.17 1.43 4.59 2.29 4.09 2.70 b 0.14 5.37 1.02 7.13 0.26 5.91 2.09 0.52 7.70 0.50 2.68 1.41 1.34 1.31 0.60 3.30 0.33 0.50 1.62 6.41 2.21 1.04 5.28 0.26 2.32 0.06 1.78 1.78 1.97 1 . 06 0.98 0.81 7.55 0.21 0.21 0.06 0.13 3.13 1.14 0.91 4.59 9.57 1.06 0.19 0.47 5.60 9.60 1 . 45 2.92 5.19 5.16 4.67 1.49 4.16 6.10 0.58 2.89 5.75 1.51 0.35 0.21 0.98 0.82 0.47 1.08 0.51 0.20 0.03 0.78 3.68 1.55 2.26 1.31 4.98 8.39 0.63 0.04 6.40 0.72 1.52 0.70 3.70 2.31 0.96 0.66 0.72 0.47 0.31 4.48 0.06 1.08 2.07 0.89 0.12 0.31 0.03 0.58 0.34 0.28 0.53 0.29 1.65 2.48 1.59 0.51 0.49 0.43 0.12 0.29 0.37 0.78 1.12 1.99 0.33 0.14 0.39 0.17 0.18 0.05 0.09 0.94 0.01 0.06 0.07 0.14 0.12 0.13 0.17 0.02 0.01 0.34 . 3.39 6.56 15.73 = 9.68 16.62 9.67 7.90 14.89 ° 7.78 20.95 16.53 11.80 10.43 23.84 8.89 13.33 15.18 9.94 7.29 7.98 3.86 6.75 3.96 4.07 14.81 "The records for these years contain many entries identical with those for Elsinore (USWB), from which they were possibly copied. b Estimated from Elsinore (USWB). '■ Partially estimated. RECORD OF MONTHLY PRECIPITATION AT ROMOLAND Date established: 1917 Type of gage: non-recording Observer: M. J. Silvia Record obtained from: Temescal Water Company Elevation: 1,450 feet Latitude: 33° 4.".' Longitude: 117° 11' Station number on Plate 4:24 (In inches) Season July Auk. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1916-17 . 0.65 0.90 1 . 57 0.07 1.53 0.13 0.05 0.25 0.25 0.19 0.09 1 . 10 0.40 1.16 0.69 0.63 1.69 0.20" 0.14 0.01 1.98 3 . 1 5 ■ 0.75 0.55 1.15 0.91 0.09 0.18 0.82 0.54 0.26 0.50 0.48 0.23 0.35 1.45 0.02 0.95 1.07 1.94 1 .05 1.37 0.68 b 10.85 1.66 1.75 b 1.36 0.71 0.61 2.40 1.00 3.85 3.44 3.01 0.79 0.40 0.83 2.40'' 4.40 0.98 0.48'' 0.12 0.56 0.12 0.42 1.30 6.45 1.35 0.70 4.60 2.01 3.09 1.81 2.68 0.37 2.15 0.65 0.08 0.82 3.09 7.53 1.40 0.40 0.40 4.55 7.57 0.05 4.54 1.37 2.59 1.49 1.46 0.80 3.92 1.36 0.50 3 . 30 1' 1.07 1.20 4.50 0.20 0.30 0.81 0.43 0.13 0.07 0.21 1.38 1 . 05 0.99 5 . 97 '■ 0.93 0.85 0.25 1.23 0.40 0.39 0.12 0.25 0.67 2.00 0.47 0.22 0.05" 0.15 0.55 3.45 0.40 eb. 10, 193 0.16 3 1917-18 9.28 1918-19 8.22 10.10 9.71 b 21.62 ; 6.17 b ; 8.09 b 5.36 13.21 b l l.09 b 9.01' r,.4.3 16.20 10.25 16.56 ) 1919-20 1920-21 1921-22 1922-23 1923-24 1925-26 - 1926-27 . 1927-28 1928 29 1930-31 1931-32 . 1932-33 « Estimated. 1 Partiill) estimated. APPENDIX C RECORD OF MONTHLY PRECIPITATION AT SAN JACINTO 145 Date established: L886 1'yi f gage: non-recording i (bserver: see remarks Record obtained from: United States Weather Bureau Elevation: sec remarks I, at itude: sec remarks I lOngil dde: See remarks Station number on Plate 4:'2.~> (In inches) Season July 0.50 0.03 0.13 0.07 0.08 = 0.22 0.08" 0.01 0.10 0.52 0.17 0.18 0.20 0.02 0.92 0.12 0.16 0.05 0.10 0.30 0.12 0.26 0.26 0.03 0.43 0.26 0.03 0.43 Any 0.11' = o 0.03 0.10 ■ 0.54 0.10" 1 . 53 0.11 0.32 0.37 0.45 0.23 0.50 0.40 0.28 0.70 0.03 0.09 0.01 0.25 0.16 (I o o 0.25 0.87 0.07 0.25 1.04 1.06 0.10 2 . 65 0» 0.15 0.24 Sept. 0. 15 0" 0.51 0.04 0.40 0.16 0.01 0.06 1.16 0.12 0.45 0.50 0.07 0.54 0.03 0.60 0.90 0.15 0.03 1.20 0.58 0.08 0.08 0.04 0.20 o 4 73 0.06 0.88 0.03 0.02 0.17 Oct. 0.08" 0.69 0.66 0.04 1.76 3.38 0.81 0.42 0.61 0.06 0.13 0.24 3.30 0.91 0.90 0.28 1.33 0.08 1.33 0.99 0.72 1.67 2.48 0.12 0.44 0.10 2.56 2.51 1.03 0.26 0.81 0.98 0.05 1.21 0.15 2.77 0.07 0.15 1.03 2.37 0.48 1.26 0.02 0.79 1 . 23 0.18 1.16 0.12 0.02 0.60 2 . 20 • 0.77 0.80 2.09 1.20 0.34 0.18 1.83 4.57 0.06 1.25 2.54 2.43 0.11 0.20 1.70 2.94 0.48 2.13 0.55 0.70 0.50 1.60 1.02 0.66 0.24 1.72 1.24 0.62 0.61 1.62 0.05 0.75 1.40 2.01 0.13 1 .92 0.60 0.46 1.53 0.33 1.12 0.47 4.89 . 1 5 3.69 0.17 1.24 1.27 0.54 Dec. 0.17 1.27 3.16 5.30 0.34 1.70 0.47 1.38 0.75 2. 12 1.64 = 1.02 0.22 4.79 0.57 0.58 4.89 1.34 2.59 2.45 2.02 1.16 1.26 0.63 11.29 2.33 1.92 2.06 1.35 3.42 1.90 1.54 3.57 2.54 2.50 3.29 0.50 6.25 1.73 4.90 0.45 5.82 3 . 06 1 .08 4.74 0.90 4.13 2.01 2.81 2.48 0.95 0.01 i . :,:, Jan. 4.50 0.33 2.71 0.67 7.81 2.04 1.42 2.86 1.55 1.32 0.32 3.46 1.42 5.11 3.81 3.96 2.99 4.71 0.15 1.07 5.55 4.65 10.71 3.48 1.10 0.25 0.96 2.68 4.34 2.65 0.60 0.08 1.25 0.50 0.40 1.64 5.35 1.68 1.37 3.83 0.70 2.93 0.07 2.87 1 . 23 2.59 3.12 1.45 0.36 6.32 0.54 0.23 0.30 0.28 0.07 3.16 1.86 -,i; Feb. 1 . 50 I 19 1.66 0.96 1 . 53 0.10 3.74 0.49 0.69 4.62 1 . 57 1.37 1.15 • 6.48 1.99 2.03 2 . 92 3.25 0.24 3.19 3.50 3.84 7.05 1.36 1.98 2.09 2.84 4.56 0.70 2.71 0.86 Trace 0.55 2 . 57 9 . 95 1.57 1.00 . 63 2.89 7.95 1.84 2.93 6.07 (i 09 3 . 79 2.33 3.47 4.68 0.83 2.62 5.04 2.62 0.71 0.63 1.71 1 . 33 1 .31 0.88 0.72 Mar. 3. Hi 0.07 ■ 6.01 0.89 0.99 3.70 2 24 0.81 1.63 0.76 0.33 2.31 4.54 3.02 4.89 6.50 2.98 1.61 3.64 2.29 2.31 7.29 0.97 1.03 0.21 0.99 6.80 2.10 3.82 1.96 1.75 1.30 3.46 1.48 1.27 2.13 1.61 1 . 55 3.87 0.30 0.16 0.36 1.60 1.30 5.05 6.16 1.86 0.58 8.26 1.11 3 . 23 0.83 3.61 2.42 1.66 1.16 0.65 0.98 0.98 4.44 Apr. 2.10 3.48 0.25 0.10 0.51 0.71 0.71 » 0.71 » 0.71 1.97 0.03 0.53 4.99 0.35 1.03 0.94 0.04 0.35 1.39 3.24 0.61 4.07 2.13 1.05 0.02 0.65 0.64 0.14 0.41 1.60 1.93 1.55 6.89 1.31 1.50 1.08 2.02 1.00 1.79 0.10 1.07 0.30 0.35 1 . 69 0.98 2.20 2.96 1 .92 1.16 1 .00 0.22 0.98 0.40 0.62 0.01 0.62 2 . 1 3 1.78 May 0.60" 0.30" . 37 1.15 0.26 0.22 0.14' 0.67 : ' 0.67 1.86 0.55 0.01 0.15 1.26 0.57 0.15 1.18 0.06 0.83 0.04 0.33 0.42 0.42 0.86 2.38 0.81 0.35 0.44 1.10 2.72 0.20 0.12 0.72 0.60 0.58 0.24 0.15 0.10 0.20 0.58 n 66 0.05 0.37 o June 0.24' 0.10' 0.03 0.01 0.16 0.25 0.39 0.49 0.18 0.84 0.35 0.08 0.58 Total 11.68 b 13.73'' 8.93 16.67 9.20 15.51 '' 9.46 b 8.40 9.58 b 13.40 8.24 15.75 7.901' 18.59 14.79 18.02 12.67 13.76 12.52 15.44 12.64 8.62 18.87 18.09 16.60 11.45 12.27 10.25 14.61 10.82 25.23 10.68 9.74 7.28 16.69 19.37 9.44 9.19 15.10 8.87 I 9 . 54 9.94 6.36 15.91 10.07 24 . 62 14.84 12.88 16.23 24.63 12.26 15.46 13.49 12.49 12.39 II 62 7.48 9.45 7.13 7.27 18.22 1 Hi REMARKS AND FOOTNOTES SANTA ANA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT SAN JACINTO-Continued Period Observer Elevation, in feet Latitude and Longitude January, 1886-December, 1903 Not known 1,550 1,561 1,550 Ellis T. Tanner July, 1946-February, 1951 Frank T. Negley.. 33° 47' 1 16° 58' 33° 48' 116° 59' ;l Estimated. h Partially estimated. RECORD OF Date established: 15)38 Type of gage: recording Observer: see remarks Record obtained from: United States MONTHLY PRECIPITATION AT Weather Bureau (In inches) SAN JACINTO RANGER STATION a Elevation: see reinarl Latitude: 33° 47' Longitude: 116° 58' Station number on P S ate 4:2(5 Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1939-40 3.85 1.45 0.23 6.06 0.58 0.27 0.30 0.28 0.09 3.12 1.84 1.53 4.88 3.12 5.58 0.85 2.60 0.79 2.41 0.61 0.60 1.73 1.40 1.29 0.79 0.69 1.11 6.87 1 ' 1.00 3.18 4.93 3.41 2.38 1.67 1.20 0.72 1.06 1.08 4.48 1.74 2.92 >• 1.80 1.07 0.94 0.22 0.67 0.42 0.50 0.61 2.17 d 0.15 0.59 0.73 0.05 0.38 d 0.10 0.59 ,1 23 . 74 11.83 15.10 12.97 12.06 11.99 10.61 7.45 9.41 7.16 6.64 1940-41 ._ . 0.45 0.15 0.02 0.52 1.06 0.12 2.60 0.12 0.15 0.40 0.02 0.04 0.84 0.03 0.20 1.02 2.28 0.46 1.17 0.57 1.23 = 0.18 1.12 0.11 0.02 0.60 0.32 1.12 0.48 4.88 0.13 3.55 0.17 1 .23 0.65 0.69 5.56 3.00 1.13 4.46 0.87 3.74 2.00 2.81 2.32 0.97 5.02 1941-42 1942-43 _ 1944-45 1946-47 1947-48. . 1948-49 1949-50 1950-51 1951-52 REMARKS AND FOOTNOTES Period Observer Elevation, U.S.G.S. datum, in feet December, 1938-Septeniber, 1940 United States Soil Conservation 1,550 as of September, 1940 September, 1940-November, 1941 . December, 1941-September, 1951 . Charles M. Van Fleet 1,550 State Division of Forestry.. 1,560 Formerly "San Jacinto No. 2," prior to July, 1948. Clock out of order March 31-April 1; accumulated amount prorated to period involved. October amount includes precipitation for September. 1 Records from automatic recording gages not yet published by United States Weather Bureau. APPENDIX C 147 RECORD OF MONTHLY PRECIPITATION AT SIMS RANCH (NEAR SAN JACINTO) >ate established: 1937 I'vjm' nt' gage: non-recording observer: Harold V. Sims, through January. 1940; Florence Sims, from February, 1940 tecord obtained from: Metropolitan Water District of Southern California (In inches) Elevation: 2.100 feet Latitude: 33° 48' Longitude: 110 52' Station number on Plate 4:27 Season 937-38 938-39 939-40 940-41 941-42 942-43 943-44. 944-45 945-46. 1946-47. 947-48. 948-49. '949-50. 950-51 . 951-52. July 0.16 0.26 1.00 0.10 0.90 Aug. Trace 2.78 0.12 0.39 Sept. 4.05 0.35 1.00 0.34 0.12 Oct. 27 32 1 55 3 56 54 85 65 1 84 44 1 12 50 Trace 81 Nov. i race 0.11 2.43 0.70 1.05 0.75 4.34 0.27 4.21 1.07 2.43 0.91 Dec. 2.81 4.59 0.39 4 . 50 2.02 1.88 4.60 1.04 4.99 2.00 2.65 3.65 0.99 7.40 Jan. 2.17 3.35 5.40 1.35 Trace 7.28 0.60 0.38 0.53 0.30 3.65 2.32 2.49 5.42 Feb. 4.17 2.02 3.48 5.58 1.00 2.74 5.66 3.61 0.55 1.05 2.00 3.52 2.47 1.20 0.64 Mar. 7.79 2.74 1.09 6.82 1.40 4.02 1.68 5.75 2.40 2.26 1.88 0.89 1.35 0.85 5.63 Apr. 1.95 1.43 3.92 2.66 2.11 2.06 1.30 Trace 0.82 0.23 0.80 0.10 0.70 2.78 2.75 May 0.42 0.10 0.47 0.28 0.95 2.14 0.19 0.46 June 0.70 0.17 0.67 Total 19.47 14.87 21.08 24.33 12.09 19.62 14.86 15.12 13.62 14.96 8.44 15.17 9.59 10.55 24.97 RECORD OF MONTHLY PRECIPITATION AT TRIPP FLATS GUARD STATION •ate established: 1948 'ype of gage: recording ibserver: Riverside County Flood Control and Water Conservation District tecord obtained from: Riverside County Flood Control and Water Conservation District (In inches) Elevation: 4,050 feet Latitude: 33° 36' Longitude: 116° 46' Station number on Plate 4:28 Season d48-49 149-50 150-51 )51-52 July 1.11 Aug. 0.52 Sept. 0.32 0.32 Oct. 0.90 0.25 1.00 Nov. 1.96 -2.14 1.24 Dec. 3.54 1.71 0.06 4.51 Jan. 2.74 3.74 6.12 Feb. 2.17 2.66 1.34 2.99 Mar. 1.33 0.98 5.86 Apr. 1.30 2.70 2.56 May 0.90 0.30 June 2.68 Total 9.29 12.85 11.58 26 . 23 Amount included in following reading. RECORD OF MONTHLY PRECIPITATION AT VISTA GRANDE RANCH »ate established: 1937 'ype of gage: non-recording ibserver: Arthur W. Hibbard ecord obtained from: Metropolitan Water District of Southern California (In inches) Elevation: 5.000 feet Latitude: 33° 50' Longitude: 116° 48' Station number on Plate 4:29 Season July Auk. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 137-38 0.10 0.03 0.14 0.26 Trace 0.01 Trace 1.02 Trace 0.21 5.11 0.14 0.17 0.60 1.09 2.15 5.27 0.20 0.52 1.36 1.40 1.73 4.26 5.60 0.83 8.57 7.27 2.05 4.53 7.66 3.68 1.43 0.55 0.52 7.60 4.35 5.83 7.97 2.13 8.38 1.24 12.67 3.92 1.86 10.96 2.67 11.10 3.47 2.51 5.27 6.26 3 . 54 0.73 1.34 0.05 1.34 0.08 Trace Trace 0.48 0.27 31.69 '39-40 '40-41 22.33 29.15 42.95 •41-42 '44-45 25.57 45- 4 6 Trace 2.81 1.05 0.46 0.75 10.95 1 18 SANTA ANA RIVER INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT WHITTIER GROVES (NEAR VALLE VISTA) Date established: 1027 Type of gage: non-recording ( (bserver: W. Boyd Weir Record obtained from: W. Boyd Weir Elevation: 1,!K)() feet Latitude: 33° 44' Longitude: 116° 51' Station number on Plate 4:30 (In inches) Season 1926-27 11127-28 1928-29 1929-30 1930-31 1931-32 1932-33 1933-34 1934-35 1935-36 1936-37 1 937-38 1938-39 1939-40 1940-41 1944-45 1945-46 1946-47 1947-48 1948-49 1949-50 1950-51 1951-52 July 0.60 0.20 0.85 Aug. 0.45 1.08 0.21 0.46 84 2 0.33 Sept. 0.25 0.95 0.18 1.25 1.60 1.80 0.21 0.25 Oct. 0.18 1.06 1.52 0.18 1.24 3.14 0.15 0.76 2.59 0.38 1.72 1.24 1.05 Nov. 0.81 0.85 1 . 36 2.88 0.21 1.22 1 . 09 0.60 0.06 3.52 0.60 5.10 4.61 0.50 1.50 2.19 0.93 Dec. 2.89 2.00 4.69 2.72 1 .95 4 . 32 0.53 8.30 2.13 4.93 2.11 6.12 2.45 4.80 1.38 2.45 3.24 1.21 .03 Jan. 0.83 0.85 2 . 35 6.25 1.46 1 . 52 3.78 0.90 3.43 0.43 3.92 1.63 3.08 4.31 0.50 3.52 2.50 2.18 5.72 ['>!). 10.82 1.61 1.51 1.29 3 . 56 9.78 2.75 4.09 6.29 7.35 4.18 2.27 3.52 0.76 0.65 0.42 2.50 2.13 2.33 1.09 0.30 Mar. 2.81 2.16 1.84 4.22 0.40 0.10 0.22 0.26 2.30 1.47 6.10 7.82 2.19 1.37 15.57 4.51 1.42 2.09 1.63 1.45 1.14 0.66 7.07 Apr. 1.10 1.27 1.28 2.07 0.80 2.91 0.06 1 . 13 0.76 0.30 1.69 0.82 1 . 65 2.66 1.71 0.33 0.72 3.05 May 0.37 2.87 4.40 0.75 0.27 0.58 0.40 0.85 0.07 1.44 June 0.10 0.32 0.90 0.04 0.31 Total 14.21 9.92 17.69 10.75 24.88 11.77 6.62 18.52 1 1 . 03 30.56 18.77 1 3 .")() 18.08 26 39 12.82 13 98 11 59 7 7!l 13 81 10 64 9.38 21 68 Amount included in following reading. Date established: 1940 Type of gage: recording Observer: see remarks RECORD OF MONTHLY PRECIPITATION AT WINCHESTER Record obtained from: United States Weather Bureau Elevation: 1,470 feet Latitude: 33° 42' Longitude: 117° 04' Station number on Plate 4:31 (In inches) Season July Auk. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 1940-41 0» 0.09 0.58 2.57 0.12" 0.40 0.33 0.45" 0.28 0.04 0.15 0.59 1.69 0.22 0.37 0.40" 0.61 0.15 1.00« 0.73 0.65 0.05 0.94 4.98 0.15» 3.35 0.21 1.18 0.80 0.45 5.40 2.50 b 0.61 5.33 0.80 2.10> 2.12 3.13 1.92 0.90 4.00 0.98 0.40" 6.76 0.25 0.33 0.15" 0.28 0.04 3.32 1.59 1.14 4.38 5.06 0.65 b 2.72 4.70 b 2.31 0.63 0.66 1.45 1.23 0.80 0.53 0.68 5.56 0.82 1.90 0.54 3.51 2.87 1.35 0.82 0.73 0.87 0.33 4.75 2.53 1.75 b 0.65 b 0.55 b 0.12 0.31 0.21 0.52 0.25 0.70 1.34 0.06 0.40 0.08 0.30 0.38 20.17 1941-42.. . 9.33 b 1942-43 1 2 . 86 b 1943-44. __ 1 2 . 07 '' 1944-45 1945-46 1 2 . ().") 9.69 b 1946-47 8.86 1947-48 fi.86 1 ' 1948-49 8.85 1 ' 1949-50... (i.85 1950-51 4.44 1951-52 1 Estimated. ' Partially estimated. Itecords from automatic recording gages not yet published by United States Weather Bureau. REMARKS Period August, 1940-November, 1944 December, 1944-June, 1948- . June, 1948-June, 1952. _ Observer Erailie S. Nielson Linus Houser Jim M. Blackmore APPENDIX C RECORD OF MONTHLY PRECIPITATION AT WINCHESTER, USDA 14!) )ate established: VX\<) I'ype of gage: not known Ibserver: not known tecord obtained from: United States Geological Survey Elevation: 1,490 feet Latitude: 33 13' Longitude: 117° 04' Station number on Plate 4:.'52 (In inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Total 939-40 Trace 0.60 Trace 0.07 1.88 0.72 0.09 0.82 1.75 0.23 0.52 1.31 0.10 0.97 0.07 0.01 5.14 0.41 4 . 79 2.38 0.60 5.22 0.74 2.72 2.06 0.73 6.93 0.31 0.18 3.34 3.95 0.66 2.86 4.73 2.19 0.12 6.71 0.90 2.10 0.65 3.85 1.62 3.14 1.45 0.66 0.84 0.18 0.60 0.05 0.09 1 1 . 49 040-41 22.17 941-42 9.44 13.45 44-4.") 13 . 14 12.35 (End of Record) APPENDIX D RUNOFF OF STREAMS IN SANTA ANA RIVER BASIN TABLE OF CONTENTS RUNOFF OF STREAMS IN SANTA ANA RIVER BASIN Page Table No. 1 — Recorded Daily Discharge of Indian Creek Near San Jacinto, 1936-37 through 1942-43 and 1945-46 through 1950-51- . 153 Table No. 2 — Recorded Daily Discharge of Potrero Creek at Massacre Can- yon, 1936-37 through 1940-41 . 166 Table No. 3 — Recorded Daily Discharge of Poppet Creek at Jones Ranch, 1936-37 through 1940-41 and 1951-52 through 1952-53__ 171 Table No. 4 — Recorded Seasonal Rnnoff at Stream Gaging Stations in Santa Ana River Basin 178 Table No. 5 — Recorded and Estimated Seasonal Natural Runoff of Streams in Santa Ana River Basin 179 ( 152 ) APPENDIX I) 153 TABLE 1 INDIAN CREEK NEAR SAN JACINTO 1936-37 Hirer of record: Metropolitan Water District, Sta. No. S..T. 90A .cation: NW|, NEJ, Sect. 2, T.5S., R.I.E., S.B.B.&.M. Drainage area: 21.27 square miles Station number on Plate 2:15542 (Mean daily discharge, in second-feet) Date inoff, in acre-feet. Oct. 0.3 .3 .3 .3 /3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .4 .4 .4 .4 .3 .3 .3 .3 .3 .3 .4 .4 .4 20 Nov. 0.5 .5 .5 .6 .6 .6 .6 .6 .6 .6 .fi .6 .5 .5 .5 .5 .5 .5 32 Dee. 0.6 0.6 0.6 1.2 1 .1 1.0 0.9 0.8 0.8 0.7 0.7 0.7 0.7 0.7 14 23 8.3 3.6 2.5 1.8 1.6 1.4 1.3 1.2 1.7 1.7 10 51 18 9.1 54 428 Jan. 24 13 8.6 6.8 5.9 30 20 14 10 9.8 9.1 12 16 14 13 12 12 10 11 9.0 8.0 6 . 9 6.6 6.1 5.8 5.6 5.7 5.8 6.9 9.2 24 700 Feb. 15 12 12 11 12 640 340 92 64 51 44 39 38 300 120 77 63 56 53 47 44 42 41 40 53 49 49 46 Mar. 44 42 37 33 33 32 32 31 31 30 27 44 67 49 36 113 85 71 62 58 53 56 59 65 78 76 66 70 64 58 54 3,280 Apr. 56 58 53 49 16 44 42 41 39 38 37 35 34 34 33 32 28 27 27 26 24 24 22 21 20 25 23 22 20 1,980 May 20 18 18 17 17 16 16 1.") 14 14 14 13 12 12 11 11 11 II 10 10 9.9 10 11 II 11 15 10 8.5 9.4 9.6 777 .lime 8.3 7.8 7.4 7.0 7.4 7.0 6.2 6.2 5.7 5.1 5.0 4.6 4.6 4.5 4.4 4.3 4.3 3.9 3.8 3.6 3.5 3.4 3.2 2.4 2.4 275 July 2.0 1.8 1.7 1.6 1.6 1.5 1.5 1.4 1.3 1.2 1.1 1.1 1.1 1.0 1.0 1.0 0.9 0.9 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.5 0.5 0.6 0.6 0.7 0.6 03 Aug. 0.5 .5 .5 .5 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .3 .3 .3 .3 .3 .4 .4 .4 .4 .4 .3 .3 .3 24 Sept. 0.3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .2 .2 .3 .3 .3 .3 .3 Seasons*! total, in acre-feet: 12,460 154 SANTA ANA RIVER INVESTIGATION TABLE 1— Continued INDIAN CREEK NEAR SAN JACINTO 1937-38 (Mean daily discharge, in second-feet) Date 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25. _ 26 27 28 29 30 31 Runoff, in acre-feet Oct. 0.3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 19 Nov. 0.3 .3 .3 .3 .4 .4 .4 .4 .3 .3 .3 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 .5 .5 .5 .5 24 Dec. 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.8 1.2 12 3.0 1.7 1.3 1.1 1.0 0.9 0.9 0.8 0.8 2.0 2.9 1.8 2.1 2.4 1.9 1.0 1.4 1.3 96 Jan. 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.0 1.0 1.0 1.1 1.1 1.0 1.0 1.8 2.9 1.8 1.7 4.7 5.4 3.0 2.2 2.0 1.8 1.6 1.6 1.5 1.6 2.8 2.5 2.7 112 Feb. 4.4 6.3 5.0 41 20 8.5 5.7 4.6 5.3 13 20 30 15 10 7.6 6.6 5.9 9.1 7.3 6.4 5.6 5.2 4.9 4.7 4.2 12 41 630 Mar. 171 598 764 244 131 94 69 67 59 46 38 224 181 114 77 59 48 42 34 30 28 26 24 23 22 21 21 20 23 22 20 6,630 Apr. 17 16 16 16 16 15 16 14 13 12 11 11 17 16 15 15 16 12 11 11 10 9.8 9.2 9.2 20 17 14 12 13 18 828 May 21 19 16 14 13 12 11 10 10 9.5 9.2 8.8 8.4 8.4 10 11 12 10 9.5 8.6 7.8 7.1 6.6 6.2 6.0 6.0 5.8 5.6 5.2 633 June 5 . 6 4.4 4.2 3.8 3.5 3.5 3.4 3.4 3.8 4.4 4.4 4.1 3.8 3.4 3.1 3.2 3.1 3.3 3.0 2.6 2.2 2.1 1.9 1.7 1.5 1.4 1.5 1.6 186 July 1.5 1.4 1.3 1.3 1.2 1.1 1.0 0.9 0.8 0.6 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 35 Aug. L3 Sept. .2 0.2 2 2 2 2 _ 2 .2 2 . 2 .2 .2 2 2 .2 t 2 2 2 # 2 2 • 2 ,2 2 2 2 2 2 2 2 .2 .2 2 2 2 .2 o .2 .2 .2 Seasonal total, in acre-feet: 9,220 APPENDIX D 155 TABLE 1— Continued INDIAN CREEK NEAR SAN JACINTO 1938-39 (Mean daily discharge, in second-feet) Date moff, in acre-feet Oct, 0.2 .2 .2 Nov. Dec. 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.6 0.6 1.0 3.2 9.4 10 6.6 3.3 2.0 1.7 1.6 1.5 1.3 1.2 1.1 1.1 99 Jan. 1.1 1.2 1.9 1.4 3.0 13 6.7 4.7 10 9.2 0.0 4.8 3.9 3.4 3.1 2.6 2.2 2.2 2.2 5.6 8.5 6.7 5.2 4.1 27.5 Feb. 5.0 3.9 6 . 2 9.6 8.6 11 15 17 12 8.6 8.7 8.2 8.6 9.0 7.5 7.0 6.8 6.7 6.7 6.4 6.6 6.5 6.4 6.3 5.7 5.5 449 Mar. 5.2 4.9 5.0 5.4 5.1 4.8 4.8 4.8 4.9 8.7 8.0 8.3 7.0 7.5 7.4 7.2 7.2 7.2 7.2 7.0 7.0 6.8 6.6 5.9 5.8 5.8 42 30 21 17 15 578 Apr. 14 21 20 15 12 7. 7. 7. 6. 7. 13 12 12 11 8.0 7.3 6.6 6.2 10 8.4 7.6 6.7 6.4 6.2 5.8 5.2 572 May June July Aug. Sept. 4.8 4.6 4.2 4.0 3.7 3.7 3.7 3.4 3.2 3.2 3.5 3.5 3.4 3.5 3.6 3.2 2.9 2.6 2.4 2.2 2.1 2.1 2.1 1.9 1.7 1.5 1.4 1.3 1.2 1.1 1.1 1.1 0.9 0.7 0.7 0.8 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 172 7.5 8.4 Seasonal total, in acre-feet; 2,220 156 SANTA ANA KIVEK INVESTIGATION TABLE 1 -Continued INDIAN CREEK NEAR SAN JACINTO 1939-40 (Mean daily discharge, in second-feet) Date l 2 3 4 5 ii 7 8 9 10 11 12 13 14 15 10 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Runoff, in acre-feet Oct, 6.2 X.,v. 6.6 Dec. 7.8 Jan. 0.1 0.1 0.1 0.5 2.7 1.5 1.6 37 23 15 23 40 14 8.0 3.8 3.0 2.4 2.2 2.1 1.8 1.7 1.7 2.6 1.9 1.7 1.6 1 .4 1.3 1.2 1.2 404 Feb. 13 Hi 30 15 10 8.3 0.8 5.8 5.1 4.5 3.8 3.5 4.5 5.1 3.7 3.3 3.2 2.8 2.6 2.4 2.8 3.2 35 15 10 12 .Mar. 473 9.9 8.3 7.2 6.4 6.0 5. 5 4.9 4.5 4.2 4.1 4.0 3.6 3.2 3.0 2.9 2.7 2.6 2.5 2.5 2.6 2.3 2.1 2.0 1.9 1.8 2.0 3.8 3.5 2.7 2.4 7.0 Apr. 66 50 31 24 21 18 16 14 12 10 8.0 7.1 6.6 6.1 6.3 6.8 5.9 5.3 4.7 4.4 5.0 5.1 5.0 4.9 15 15 11 11 819 May 7.4 6.6 6.0 5.6 5 . 3 5.1 4.7 4.2 3.8 3.4 3.1 2.8 2.5 2.4 2.0 2.1 2.4 2.4 2.1 1.9 1.8 1.6 1.5 1.4 1.3 1.4 1.5 1.3 1.1 1.0 June 0.9 .9 July Aim. Sep* :j! 182 20 8.0 Seasonal total, in acre-feet: 2,180 APPENDIX I) 15i TABLE 1— Continued INDIAN CREEK NEAR SAN JACINTO 1940-41 (Mean daily discharge, in second-feet) Date ncff, in acre-feet. Oct. 8.9 Nov. 0.2 .2 2 1 2 2 1 1 2 1 9.4 Dec. 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 6.1 3.9 1.6 0.9 0.6 0.4 0.6 79 4.7 2.6 4.0 3.9 5.5 304 Jan. 3.6 2.9 2.3 2.1 2.4 2.2 1.9 1.8 1.5 2.0 2.4 1.8 1.7 1.7 1.6 1.4 1.3 1.3 1.2 1.2 1.2 1.9 1.6 2.9 4.0 3.8 3.4 11 9.0 6.6 5.1 175 Feb. Mar. Apr. May 4.1 3.4 3.1 2.6 2.4 3.9 4.1 3.0 2.7 2.6 8.3 27 14 14 28 18 15 14 13 28 46 46 30 37 40 29 23 23 963 72 68 54 68 64 53 44 36 32 27 43 60 76 70 61 46 40 35 32 28 25 33 22 21 19 18 18 46 35 36 2,600 72 65 53 48 67 52 44 40 36 41 55 58 57 57 54 48 43 38 34 32 32 30 29 28 27 25 24 23 21 31 2,510 June July 31 26 27 24 23 21 19 18 16 15 15 15 15 14 13 13 12 12 11 10 9.9 9.6 9.2 9.0 8.7 8.5 8.3 8.3 8.3 8.3 8.0 7.7 7.4 7.2 7.2 7.0 6.8 9.2 8.0 7.4 6.6 6.1 5.6 5.2 5.1 4.9 4.5 4.1 3.8 3.6 3.5 3.3 3.0 2.8 2.8 2.8 2.8 3.0 3.0 2.8 2.6 2.4 2.1 1.8 1.6 1.4 1.3 1.2 1.0 0.8 0.8 0.7 0.7 0.6 0.5 0.4 0.4 0.4 0.7 0.4 0.3 0.2 0.2 0.2 0.2 0.5 0.8 0.8 0.6 0.4 0.2 0.2 Auk. 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.4 1.4 0.6 0.4 0.2 0.2 0.4 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Sept. 0.2 .2 .2 .2 297 47 15 9.5 Seasonal total, in acre-feet: 7,820 1 :,.s SANTA ANA RIVER INVESTIGATION TABLE 1— Continued INDIAN CREEK NEAR SAN JACINTO 1941-42 (Mean daily dischaiye, in second-feet) Date Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 0.6 1.0 1.0 0.8 0.6 1.0 1.6 0.9 0.7 0.6 0.5 0.5 0.5 0.4 0.4 0.4 0.3 0.3 0.4 0.4 3.4 2.3 1.4 1.1 1.0 1.1 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 1.0 2.4 1.5 1.2 1.1 1.0 1.2 3.0 4.2 2.6 2.6 2.1 2.0 1.8 1.7 1.6 1.5 1.4 1.8 1.7 1.9 3.0 3.2 5.2 4.9 4.2 23 27 22 22 12 9.0 7.8 7.4 6.7 6.3 6.6 6.8 6.8 7.1 9.2 9.3 7.7 6.8 6.4 5.7 5.2 4.8 4.4 4.2 4.0 4.1 3.8 3.7 4.0 4.0 4.0 3.7 3.4 3.2 3.0 2.7 2.6 2.5 2.4 2.4 2.4 2.3 2.2 2.2 2.2 2.1 2.3 2.4 2.2 2.3 2.3 2.3 2.2 2.1 2.7 16 7.7 6.7 6.2 5.6 5.6 5.4 4.9 4.9 4.9 4.6 4.2 4.1 3.8 3.5 3.3 3.1 4.0 5.9 4.9 5.1 9.1 9.1 8.0 7.7 7.2 6.6 5.7 5.3 5.2 5.6 5.6 5.0 4.5 4.1 3.9 3.7 3.6 3.5 3.4 3.3 6.0 5.9 5.3 4.9 4.4 3.9 4.0 6.2 5.9 5.1 4.9 5.1 4.5 4.7 4.5 3.7 3.5 4.2 5.8 5.6 4.4 3.8 3.9 4.0 4.8 6.5 6.3 5.7 5.3 4.6 4.2 3.8 3.6 3.4 3.1 3.0 3.1 3.3 3.2 3.1 2.8 2.6 2.6 2.6 2.4 2.1 1.9 1.7 1.7 1.7 1.7 1.7 1.6 1.6 1.5 1.4 1.4 1.4 1.3 1.2 1.2 1.2 1.0 1.0 1.0 1.0 0.9 0.8 0.8 0.7 0.7 0.6 0.6 0.6 0.5 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.2 0.2 0.2 0.2 0.1 0.1 1 2 .1 3 .1 4... .1 5 .1 6 ■ 7 8 .1 9 11 11... 12 13 . 14 . 15 16 17 18.-. 19 . - 20 21 22 23.. . 24 . 25 26 27 28 29 30 31 Runoff, in acre-feet- 25 53 266 397 204 320 282 167 34 7.4 7.1 6.8 Seasonal total, n acre-feet: 1,770 APPENDIX D TABLE 1 -Continued INDIAN CREEK NEAR SAN JACINTO 1942-43 (Mean daily discharge, in second-feet) 159 Date Oct. Nov: 0.2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 ~2 Dec. 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 5.5 2.4 1.0 0.0 0.4 0.2 0.2 Jan. 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 12 76 40 14 12 62 20 9.8 7.8 7.0 Feb. 6.8 6.1 5.3 4.6 4.0 3.4 3.2 7.2 6.9 5.2 4.9 4.3 3.5 3.3 3.0 2.7 2.5 2.3 2.1 2.0 7.0 9.5 27 22 19 14 11 8.7 Mar. Apr 8.0 7.2 9.9 74 91 54 40 30 24 21 23 18 15 14 14 12 11 29 21 18 15 13 12 11 10 9.4 8.8 8.2 7.9 7.7 7.4 6.9 6.6 6.2 6.0 6.0 17 16 27 26 18 15 15 14 12 12 12 11 9.2 9.0 8.7 8.2 7.4 7.0 6.7 6.5 6.3 6 . 1 5.9 5.7 5.2 May 4.8 4.5 4.6 4.9 4.9 4.5 4.2 3.8 3.3 3.3 3.1 2.9 2.7 2.8 3.1 3.2 2.9 2.6 2.2 2.0 1.9 1.7 1.5 1.4 1.4 June 1.4 1.7 1.8 1.8 1.6 1.4 1.2 1.0 1.0 0.9 1.0 1.3 1.4 1.3 1.0 0.8 0.6 0.5 0.4 4 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 July 0.2 Aug. Sept. off, in acre-feet 8.7 10 29 523 399 128 636 171 48 8.4 8.0 Seasonal total, in acre-feet: 3.130 7 — 5 7412 160 SANTA ANA KIVKH INVESTIGATION TABLE 1 -Continued INDIAN CREEK NEAR SAN JACINTO 1945-46 (Mean daily discharge, in second-feet) _ 1 >:itc Oct, Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 1 ■a o o u O 55 Li o 55 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 41 44 4.9 2.4 0.4 l.d 1.8 1.8 1.8 1.8 2.1 1.6 1.8 1.8 4.5 3.2 2.1 1.9 1.7 1.6 1.5 1.2 1.0 1.7 3.3 4.0 4.3 1.8 1.1 1.0 1.0 1.0 1.1 1.1 1.1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.2 2.2 1.4 1.4 1.6 1.6 1.5 1.5 1.6 1.6 1.6 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.2 1.1 1.0 1.0 1.0 1.0 1.1 1.0 1.0 1.0 0.9 0.8 0.7 0.8 0.8 0.9 1.5 1.1 1.0 0.9 0.9 1.2 3.1 6.3 5.0 5.9 5.9 5.6 4.8 3.9 4.8 4.7 0.1 27 14 12 9.2 7.7 6.8 6.3 10 9.7 7.7 6.8 5.7 5.3 4.8 4.6 4.0 3.6 3.2 3.0 2.7 2.5 2.3 2.1 1.9 1.8 1.7 1.6 1.6 1.6 1.6 1.5 1.4 1.3 1.2 1.2 1.0 0.8 0.8 0.7 0.8 1.3 1.8 1.4 1.1 1.0 1.0 1.1 1.0 0.9 0.9 0.8 0.8 0.8 0.9 0.8 0.7 0.8 1.0 1.1 0.8 0.6 0.3 0.1 0.1 0.1 0.1 - 1 2 .. 3 . 4.. 5 . 6 7 8 9 10 11 12... 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 2 .3 28 29 30 31 Runoff, in acre-feet. 6.0« 6.0" 206 107 75 202 292 60 7.2 7.4 6.5 7.1 Seasonal total, in acre-feet: 982 ■ Estimated. '' Recorder reinstalled on December 4, 1945. APPENDIX D 161 TABLE 1— Continued INDIAN CREEK NEAR SAN JACINTO 1 946-47 (Meon daily disch arge, in second-feet) Date Oct, Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 0.3 2 .2 .2 .2 .2 .1 .1 .2 ,2 2 2 .2 2 .2 .2 .2 .2 .2 .1 2 2 ,2 .1 .2 .2 .2 _ 2 2 .3 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 17 15 4.8 2.1 1.3 1.2 1.1 1.2 14 5.2 24 28 9.5 6.9 4.2 3.0 2.7 2.3 1.9 1.6 1.4 1.2 1.2 1.4 1.8 1.4 1.3 1.2 1.1 1.1 1.0 1.0 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 1 .1 1.2 7.6 23 22 11 9.0 5.2 4.8 4.2 3.6 3.2 3.0 2.9 2.6 2.3 2.8 2.1 2.1 2.0 2.1 2.0 1.9 1.8 1.6 1.6 1.6 1.6 1.5 1.5 1.4 1.4 1.3 1.3 1.3 3.4 3.7 2.2 2.2 2.0 1.9 1.8 1.7 1.7 1.6 1.6 1.5 1.8 1.9 1.7 1.5 1.5 1.4 1.3 1.2 2.3 4.9 2.7 2.5 2.2 2.0 1.8 1.7 1.6 1.5 2.0 2.1 1.9 1.8 1.7 3.3 2.9 2.3 2.2 2.1 2.0 1.9 1.9 1.7 1.5 1.4 1.3 1.3 1.3 1.2 1.3 1.6 4.5 4.0 2.9 2.3 1.8 1.6 1.6 2.7 3.2 2.4 2.2 2.0 1.9 1.9 1.9 1.8 1.7 1.6 1.5 1.4 1.4 1.2 1.1 1.0 1.0 1.0 0.9 0.6 0.3 0.5 0.5 0.9 1.1 1.4 1.2 1.2 1.4 1.2 1.1 1.0 0.8 0.7 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.4 1.0 1.5 0.9 0.7 0.6 0.8 0.7 0.5 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.6 0.4 0.3 0.3 0.3 _ 2 2 .2 .2 ,2 .2 ,2 _ 2 1 2 .2 2 .2 .2 .2 .2 .1 .1 .1 2 2 0.1 .1 .1 .2 .2 .2 .2 o 0.1 0.1 .2 2 .2 .2 noff, in acre-feet_ 10 289 211 141 106 130 72 29 9.3 7.7 7.6 6.9 Seasonal total, in acre-feet: 1,020 162 SANTA AXA RIVER INVESTIGATION TABLE 1— Continued INDIAN CREEK NEAR SAN JACINTO 1947-48 (Mean daily discharge, in second-feet) 1 )ate Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July 0.1 Aus;. Sept. 1 0.1 1 :i . 1 a _ 2 .2 .2 .2 .2 0.2 ,2 _ 2 0.1 0.2 0.1 0.2 1.4 0.8 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.1 0.1 0.1 0.1 0.2 4.9 1 .4 1.2 0.8 1.0 1.0 0.6 0.4 0.4 0.5 0.0 0.8 1.1 1.2 1.2 1.2 1.2 1.3 1.0 0.8 0.7 0.7 0.7 0.8 0.7 0.0 0.0 0.0 0.5 0.5 0.5 0.5 0.7 0.7 0.0 0.5 0.5 2.5 9.7 5.0 4.0 3.7 3.0 3.5 2.6 2.4 2.0 3.1 7.0 4.0 3.0 3.0 2.9 3.0 2.0, 2.3 2.4 6.3 12 6.6 5.4 3.8 3.0 2 . 6 2.5 3.4 3.0 2. 2 1.9 1.7 1.5 1.4 1.3 1.2 1.0 1.0 1.0 1.2 1.0 0.8 0.8 0.8 0.7 1.5 1.3 1.0 0.9 0.8 0.7 0.0 0.5 0.5 0.0 0.6 0.0 0.5 0.4 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.2 .5 0.1 0.1 2 3 l 6 7 8 . 9 . 10 - - 11 . 12 13 1 i _ 15 16 17 18 19 20 21 . 23 . 24 25 26 27 . 28 !9 30 .. 31 . Runoff, in acre-feet. 7.5 7.3 12 7.1 51 151 150 23 8.5 6.1 6.1 5.9 Seasonal total, in acre-feet: 430 • Estimated. Al'I'FADIX I) 163 TABLE 1 -Continued INDIAN CREEK NEAR SAN JACINTO 1948-49 (Mean daily discharge, in second-feet) Pat.- Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 0.1 . 1 .1 .1 .3 .3 .3 .3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.2 0.2 0.2 0.2 0.2 4.4" 37" 16» 8.0" 4.9» 3.0» 2.0» 2. 2 2.6 2 1.7 1.7 1.5 1.6 2.2 2.3 2.6 2.6 8.7 12 8.0 7.2 7.4 15 7.5 5.7 4.7 4.5 5.6 6.6 7.4 7.7» 8.2" 8.8" 9.2» 9.4 21 13 25 21 15 12 10 9. l 12 9.4 9.4 8.5 8.0 8.7 8.2 8.5 9.0 14 10 9.4 10 8.8 7.7 9.2 7.5 6.8 6.8 6.3 1.0 6.2 1 . 1 5.8 1.3 5.7 1.4 6.1 1.2 5.9 1.0 4.1 0.8 3.8 0.8 3.4 0.8 3.0 0.9 3.0 1.0 2.8 0.9 5.5 1.0 2 3.1 2.7 7.2 2.0 6.3 1.8 6.2 1.8 9.0 1.8» 11 2.0' 13 1.7» 8.0 1.5 5.9 1.4 4.6 1.3 3.7 1 .2 3.0 1.2 2.7 1.1 2.3 1.0 2.1 1.0 2.1 1.1 2.0 1.9 1.8 1.6 1.4 1.2 1.2 1. 1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.4 0.2 0.2 0.2 0.2 0.2 0.1 0.2 0.2 0.1 0.2 0.2 0.2 0.2 0.1 off, in acre-feet _ 0.1 5. 177 467 564 214 212 33 6.1 5.9 Seasonal total, in acre-feet: 1,710 imated. 8—57412 164 SANTA ANA KIVER INVESTIGATION TABLE 1 -Continued INDIAN CREEK NEAR SAN JACINTO 1949-50 (Mean daily discharge, in second-feet) Date Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 1. 2. 3 4. 5. 6 7. 8. 9. 10 11. 12 13 l l 15 16. 17 18 19. 20 21. 22 23 24 25 26 27 28 29 30 3' 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.2 0.2 0.2 0.2 0.2 0.4 0.2 0.2 0.2 0.2 0.2 0.4 0.4 0.5 0.6 0.7 0.G 0.7 0.4 0.4 0.4 9.4 6.7 3.3 1.7 1.5 1 .2 1 .0 0.9 14 33 11 6.8 6.8 16 8.8 5.9 4.7 3.7 3.0 2.6 2. 1 1.8 1.7 1.6 1.4 1.2 1.2 1.0 0.9 1.0 1.0 1.1 2.0 1.4 1.1 0.9 0.9 0.8 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.4 0.4 0.4 5.5 2.3 1.9 2.0 1.7 1.4 1.2 1 . 1 1.0 0.9 0.8 0.7 0.6 0.6 0.0 3.2 2.2 2.1 1.8 1.6 1.4 1.2 1.0 0.9 0.8 0.7 0.6 0.5 0.5 . 6 0.6 0.5 0.5 0.5 0.7 0.6 0.6 0.6 0.5 0.7 1.1 0.8 0.6 0.5 0.5 0.4 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Runoff, in acre-feet 6.1 6.1 273 68 58 20 8.3 Seasonal total, in acre-feet: Record incomplete a No record. APPENDIX D 165 TABLE 1-Continued INDIAN CREEK NEAR SAN JACINTO 1950-51 (Mean daily discharge, in second-feet) Date Oct. Nov. Dec. 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Jan. 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.2 b. < b, i 0.2 0.2 0.2 0.2 0.2 0.2 0.2 4.3 1.3 Feb. 0.6 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Mar. 0.2 1.1 1.0 0.8 0.7 0.7 0.(5 0.4 0.4 0.4 0.2 0.2 0.2 0.2 Apr. May June July Aug. Sept. aoff, in acre-feet 6.1 6.3 Seasonal total, in acre-feet: Record incomplete itimated. ) record, ak of storm of January 11 and 12 equaled 21 second-feet. 166 SANTA AXA H I VKR INVESTIGATION TABLE 2 POTRERO CREEK AT MASSACRE CANYON 1936-37 Source of record: Metropolitan Water District, Sta. No. S.J. 212 Location: NE-], NWi, Sect. 9, T.4S., R.1E., S.B.B.&.M. Drainage area: 36.06 square miles Station number on Plate 2:16505 (Mean daily disch arge, in second-feet) Date Oct, Nov. Dec. Jan. Feb. War. Apr. May June July Aug. Sept. 1 ... 0.6 1.2 0.8 0.5 0.4 0.2 0.2 0.3 0.5 0.7 0.9 1.1 1.3 1.5 1.7 1.9 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0 4.2 4.3 4.5 4.7 4.9 5.1 5.3 5.5 5.6 5.7 5.8 6.0 6.1 6.2 6.4 6.5 6.6 6.7 6.8 7.0 7.1 7.2 7.3 7.5 7.6 7.7 7.8 8.0 8.1 8.2 8.3 8.5 8.6 8.7 8.8 9.0 9.1 9.2 9.3 9.5 9.6 9.7 9.8 10 10 10 141 15 14 510 45 25 20 15 9.2 15 21 17 17 16 16 16 16 16 15 16 16 17 16 16 15 15 14 13 13 12 13 14 16 17 18 19 20 20 20 20 1,120 1,200 106 60 33 30 25 25 996 236 76 70 65 59 53 47 42 36 38 40 34 29 23 18 12 6.6 8.0 9.4 9.1 8.8 8.5 8.2 8.0 7.6 34 105 20 14 233 61 48 46 43 40 65 38 24 22 20 23 26 29 32 36 39 43 46 50 53 57 50 44 38 31 25 18 12 11 11 11 10 10 9.6 9.2 8.9 8.5 8.1 7.8 7.4 7.0 6.7 6.7 6.8 6.8 6.9 6.9 7.0 7.0 6.6 6.2 5.8 5.3 4.9 4.4 4.1 4.0 4.0 4.0 3.9 3.9 3.9 3.8 3.8 3.8 3.7 3.7 3.7 3.6 3.6 3.6 3.5 3.5 3.5 3.4 3.4 3.4 3.4 3.3 3.3 3.3 3.2 3.2 3.2 3.1 3.1 3.1 3.0 3.0 3.0 2.9 2.9 2.9 2.8 2.8 2.8 2.7 2.7 2.7 2.0 2.6 2.6 2.6 2.6 2.5 2.5 2.5 2.4 2.4 2.4 2.4 2.3 2.3 2.3 2.3 2.2 2.2 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ■> o 9 2 3 2 4 .. 2 5 2 6 2 7 2 8 1.9 9 1.9 10 - 1.9 11 12 1.9 1.9 13 . 1.9 14 15 16 17 18 -- 19 20 21 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 22 1.9 23 24 25 1.9 1.9 1.9 26... 27 28 -. 1.9 1.9 1.9 29 30 -. 1.9 1.9 31 Runoff, in acre-feet. 27 278 1,810 1,030 9,010 2,110 1,290 276 174 132 121 115 Seasonal total, in acre-feet: 16,380 APPENDIX D 167 TABLE 2— Continued POTRERO CREEK AT MASSACRE CANYON 1937-38 (Mean daily disch arge, in second-feet) Date Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 2.6 4.2 5.2 2.6 2.3 2.0 2.0 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 2.2 1.9 1.9 2.3 2.2 1.9 1.8 1.8 1.7 1.7 1.9 2.0 2.2 2.4 3.4 1.9 1.8 2.8 1.8 2.9 3.1 2.0 2.0 1.9 1.9 1.9 1.9 10 3.0 4.0 5.3 5.0 5.2 5.4 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 13 42 175 1,250 360 44 13 9.7 9.4 33 16 9.5 9.3 91 65 17 9.3 9.0 8.8 8.6 8.5 8.4 8.2 7.8 7.6 7.4 7.4 7.4 7.2 7.1 7.8 8.5 8.2 8.2 8.5 8.8 9.1 9.4 9.2 9.0 8.8 8.6 9.4 10 11 14 13 13 14 15 15 14 14 14 14 13 13 14 13 12 12 13 14 16 12 12 14 12 12 12 12 13 14 14 14 15 14 14 14 14 14 14 15 14 12 13 14 14 15 14 15 15 14 14 16 15 14 13 12 12 14 14 14 13 12 13 14 16 14 12 13 15 14 15 14 17 16 17 16 15 17 17 19 19 18 15 14 12 14 13 12 12 11 12 13 14 13 12 13 12 12 12 15 16 16 16 15 16 16 17 16 15 14 14 14 14 14 13 12 6.2 5.9 5.7 5.1 6.3 9.4 8.9 6.6 4.3 3.8 4.1 5.0 4.9 7.2 9.8 3.8 1.7 0.9 1.2 1.0 0.8 0.8 0.8 0.6 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.3 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 ,ff, in acre-feet. 117 112 130 122 328 4,440 704 843 877 860 314 20 Seasonal total, in acre-feet: 8,870 L68 SANTA ANA RIVER INVESTIGATION TABLE 2— Continued POTRERO CREEK AT MASSACRE CANYON 1938-39 (Mean daily disch arge, in second-feet) Date Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept.' 1 0.2 .3 .3 .4 .4 .4 .(1 .5 .5 .5 .5 .4 .5 .6 .5 .5 .4 .4 .4 .4 .3 .3 .3 .3 .3 .3 .4 .4 .4 .4 .5 0.5 .4 .3 2 .2 .2 2 .4 .5 .5 .5 .11 .(1 .(1 .11 .5 .5 .5 .6 .5 .5 .(> .6 .6 .5 .11 .5 .4 .4 .5 0.5 0.5 0.5 0.5 0.(1 0.(1 0.11 0.(1 0.7 0.7 0.7 0.8 0.8 0.9 1 .1 0.8 0.5 2.7 9.6 20 7.9 1.(1 1.3 1.1 1.0 1.0 0.8 0.8 0.8 0.7 0.7 0.7 1.1 0.8 0.8 2.4 2.2 0.9 1.2 2.6 0.6 0.6 0.6 0.0 0.(1 0.0 0.6 0.6 0.7 0.7 0.8 14 9.0 1.0 0.7 0.7 0.7 0.7 0.8 0.7 1.4 15 3.6 1.8 7.8 6.5 2.7 1.7 1.5 21 5.9 1.8 1.2 0.8 0.6 0.6 0.6 0.6 0.6 0.5 0.6 0.6 0.5 0.5 0.6 0.5 0.5 0.5 0.5 0.6 0.5 0.5 0.7 0.6 0.5 0.5 0.6 0.5 0.(1 2.0 0.8 0.8 0.7 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.5 0.5 0.4 0.4 1.1 3.0 1.2 0.9 1.0 0.9 0.8 1.3 0.9 0.7 0.0 0.4 0.4 0.4 0.3 0.3 0.2 0.2 0.4 0.7 0.4 0.3 0.3 0.2 0.1 0.2 0.1 0.1 0.7 0.3 0.3 0.3 0.2 0.2 0.3 0.2 0.3 .4 .3 .3 .3 .3 .3 .3 .2 .2 .2 .2 .2 .3 2 _ 2 .2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 o o Is o q3 o Z 3 4 5 6 7 8 9... 10 11 12 13 156 40 3.0 6.8 3.1 0.9 0.4 0.2 14 15 16 17._ . 18.. 19.- 20 21 23 24... 25 26 27 28 29 30 0.1 31 Runoff, in acre-feet. 25 28 135 128 130 46 24 11 1.4 418 Seasonal total, in acre-feet: 946 APPENDIX D 169 TABLE 2— Continued POTRERO CREEK AT MASSACRE CANYON 1939-40 (Mean daily disch arge, in second-feet) Date Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.7 1.2 0.2 0.2 0.2 .2 o .2 .1 .2 2 \ .5 .4 .3 .3 .3 .3 .3 .3 .3 0.3 0.3 0.3 0.4 0.3 0.3 0.8 62 2.1 0.9 1.2 0.7 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 16 3.9 15 8.4 2.3 1.4 0.8 0.7 0.6 0.5 0.5 0.4 0.4 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.0 1.4 0.9 0.5 0.4 0.5 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.4 0.4 0.3 0.3 0.3 5.1 15 10 3.7 1.9 1.2 0.6 0.5 0.3 0.2 0.2 0.2 0.2 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.6 0.6 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 1 0.1 0.1 0.1 0.1 0.1 1 0.1 0.1 0.1 i c tc o z o o Z is o IB z S 13 o Z noff, in acre-feet, 4.2 12 12 149 122 27 81 3.8 0.3 Seasonal total, in acre-feet: 411 170 SANTA ANA RIVER INVESTIGATION TABLE 2— Continued POTRERO CREEK AT MASSACRE CANYON 1940-41 (Mean dai\y disch arge, in second-feet) Date Oct. Nov. Dec. Jan. Feb. Mai. Apr. May June July Aug. Sept. . 1 Is o 10 o 2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.5 1.2 0.3 103 4.0 0.2 0.2 0.2 0.2 5.9 5.8 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 1.0 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 .1 .1 .1 .1 .3 .2 .2 .2 .2 -a o o o Z -a u o o U 55 54 33 6.3 5 . 32 7.7 3.3 2.0 1.4 2.1 41 17 11 7.8 7.2 6.6 5.9 5.3 4.7 4.1 3.5 3.4 2.7 2.5 2.3 2.1 1.8 1.6 1.5 2.1 1.7 1.7 1.9 1.4 1.3 1.2 1.1 1.0 0.9 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.0 1.0 0.8 0.8 0.8 0.7 0.8 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.8 0.7 0.8 0.8 0.8 0.8 0.7 0.6 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.1 0.1 .1 .1 .1 .1 .1 .1 .2 .1 .6 .4 .3 .3 .3 .3 .3 .2 .1 .1 .1 .2 .2 .2 .2 9 .2 .2 .2 .1 .1 .1 0.1 2 . 3 1 6 7 8 .. 9 10 11 12 13 14 . 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30... 31 Runoff, in acre-feet_ 1.2 243 15 370 « 570 » 558 60 19 5.6 12 5.7 Seasonal total, in acre-feet: 1,860 Estimated. APPENDIX D 171 TABLE 3 POPPET CREEK AT JONES RANCH 1936-37 iurce of record: Metropolitan Water District, Sta. No. S.J. 52A cation: Center Sect. 28, T.4S., E.IK., S.B.B.&M. Drainage area: 12.10 square miles Station number on Plate 2:15510 (Mean daily discharge, in second-feet) Date loff, in acre-feet. Oct. Nov. Dec. 0.4 4.0 0.3 o 5.9 24 5.0 1.0 82 243 Jan. 14 4.5 2.0 0.2 0.1 27 14 9.0 5.5 4.9 4.4 7.2 8.6 7.2 5.9 5.5 5.1 4.2 3.6 3.1 2.7 2.4 2.1 1.8 1.6 345 Feb. 6.3 4.8 3.1 2.5 3.6 450 280 70 29 20 20 13 12 260 80 39 28 23 21 18 16 14 14 14 21 19 19 17 3,010 Mar. 16 14 12 10 10 9.4 9.4 8.9 8.9 8.5 7.1 16 87 32 25 48 42 32 27 22 30 36 33 44 38 29 34 27 21 20 1,680 Apr. 18 17 17 15 14 13 10 10 9.4 8.9 7.9 7.7 7.6 7.3 7.0 6.6 6.3 5.9 5.6 5.2 4.9 4.6 4.3 4.0 3.7 3.4 8.3 5.0 4.2 3.7 487 May 3.3 3.0 2.7 2.4 2.5 2.5 2.5 2.5 2.5 2.5 2.6 2.4 2.1 1.9 1.6 1.4 1.1 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.4 95 June 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 9.1 July Aug. Sept. Seasonal total, in acre-feet: 5,860 1 VI- SA NT A ANA RIVER INVESTIGATION TABLE 3— Continued POPPET CREEK AT JONES RANCH 1937-38 (Mean daily discharge, in second-feet) Date 1 2. 3 4 5. 6 7. 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Runoff, in acre-feet. Oct. Nov. Dec. Jan. 0.2 0.4 1.2 Feb. 2.7 5.4 4.6 14 7.5 1.5 0.4 1.6 6.6 18 17 5.4 3.6 2.4 1.3 0.5 1.0 4.4 3.1 2.2 1.5 0.9 0.4 4.4 28 272 Mar. 95 388 550 86 61 48 43 31 19 10 36 68 91 36 28 23 19 15 13 11 9.5 9.0 8.5 8.0 7.5 3,480 Apr. 5.3 4.5 3.8 3.5 2.9 2.7 2.3 1.7 1.5 1.4 1.4 1.4 5.3 4.6 4.9 3.7 2.5 2.0 1.3 1.2 1.5 1.3 1.0 1.8 4.8 3.6 4.2 3.7 3.1 2.6 170 May 3.2 4.2 3.1 2.6 2.0 1.3 1.2 1.2 0.8 0.5 1.4 0.4 0.4 0.6 0.6 1.0 1.3 1.3 1.4 1.2 1.2 1.1 0.9 0.6 1.0 0.8 0.4 0.6 0.2 0.1 0.1 June 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 July Aug. Sept. 73 3.1 0.1 Seasonal total, in acre-feet: 4,000 APPENDIX I) TABLE 3-Continued POPPET CREEK AT JONES RANCH 1938-39 (Mean daily discharge, in second-feet) Date 1 2 3 4 5 6 7 s 9 in ll 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Runoff, in acre-feet. Oct. Nov. Dec. 4.9 16 Jan. (I 0.8 8.2 2.9 1.1 3.3 2.5 1.0 0.6 0.4 0.2 0.1 2.3 2.4 1.0 0.6 0.4 0.3 0.2 0.3 0.1 0.1 1.2 60 Feb. 0.8 0. 3. 7. 5. 7. 11 12 7.5 7.4 5.0 2.8 3.0 3.0 2.7 2.8 2.8 2.7 0.7 0.1 1.7 222 Mar. 0.4 0.2 0.3 0.8 1 .6 1.4 1.4 1.8 2.4 3.6 2.8 3.2 1.8 1.9 1.3 0.9 0.6 0.2 0.1 0.6 0.1 0.8 1.2 19 16 9.1 7.5 8.7 177 Apr. 6.0 8.3 3.9 1.8 1.4 0.6 0.4 0.4 0.6 0.4 0.4 0.3 0.3 2.4 1.0 0.0 0.7 0.9 1.1 1.0 0.9 0.8 1.2 0.8 0.4 0.4 0.3 0.2 0.1 74 May June July Aug. 1.4 Sept. 16 Seasonal total, in acre-feet: 567 174 SANTA ANA RIVER INVESTIGATION TABLE 3— Continued POPPET CREEK AT JONES RANCH 1939-40 (Mean daily discharge, in second-feet) Date 1 3 4 ... 5 6. _ 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Runoff, in acre-feet Oct. Nov. Dec. Jan. Feb. Mar. Apr. May 0.2 48 18 22 14 4.6 1.8 0.7 0.3 0.2 0.1 5.4 2.3 8.5 5.6 3.8 2.6 1.8 1.1 0.8 0.5 0.2 0.3 0.3 0.1 0.1 0.1 0.2 0.1 3.7 9.1 9.9 7.3 5.4 2.2 1.3 1.1 0.8 0.5 0.6 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.1 3.1 54 48 31 16 8.3 3.3 1.6 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0.1 1.3 0.8 0.8 0.6 0.5 0.5 0.5 0.4 0.3 0.2 1.0 0.6 0.4 0.2 0.1 June July Aug. Sept. 0.1 0.1 216 137 22 351 0.6 Seasonal total, in acre-feet: 727 APPENDIX D 175 TABLE 3— Continued POPPET CREEK AT JONES RANCH 1940-41 (Mean doily discharge, in second-feet) Date 1. 2. 3. 4. 5. 6. 7. * 1 2 3 \ 5 7 8 9 I 1 -' i 4 1 ) > Oct. Nov. Dec. 27 10 Jan. Feb. .Mar. Apr. 3.6 2.0 1.0 8.1 7.3 2.0 5.3 11 5.6 3.4 2.2 2.3 25 40 34 24 26 34 20 11 12 71 53 29 65 55 31 20 16 12 9.5 10 17 22 58 68 34 21 16 14 12 9.7 8.0 6.0 5.4 4.7 65 50 36 28 34 26 21 17 22 32 31 27 24 21 18 15 13 11 11 8.8 7.7 6.9 6.4 6.0 5.5 5.2 4.8 4.7 8.0 May 11 7 9 8 7 7 1 5 9 5 4 2 3 6 3 1 8 2 2 2 1 1 4 1 5 1 7 1 4 9 9 8 6 4 4 5 4 4 4 3 4 3 4 June 0.3 0.3 0.3 0.3 0.2 0.2 0.7 0.4 0.1 0.1 0.1 0.1 July Aug. Sept. unoff, in acre-feet. 73 13 540 1.480 1,220 152 7.7 0.1 Seasonal total, in acre-feet: 3,490 176 SANTA ANA RIVER INVESTIGATION TABLE 3— Continued POPPET CREEK AT JONES RANCH 1951-52 (Mean daily discharge, in second-feet) Date Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 1 1 "i 6 7 8_ 9 10 11 12 13 14 - 15 16 17 18 19 20 21 22 23 24 25 26 27 28 - 29 30 31 Runoff, in acre-feet 74b 33 18 10 6.4 4.4 3.2 6.4 4.2 2.6 1.8 1.5 1.1 0.8 0.5 0.4 0.2 0.4 0.1 0.1 4.1 3 . 6 2.1 1.5 0.9 0.6 8.2 12 12 33 87 38 34 24 26 61 51 37 37 23 18 14 12 11 9.0 7.4 7.0 6.2 5.9 5.5 5.2 4.9 4.0 3.5 3.3 2.9 2.5 8.0 4.3 8.1 10 6.4 5.4 4.6 3.9 3.1 2.5 2.3 4.2 7.2 6.1 2.6 2.0 1.6 1.7 1.6 1.4 2.7 2.2 1.6 1.3 1.2 1.1 1.1 1.2 0.9 1.0 0.8 0.5 0.7 0.6 0.6 0.5 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 3.5 1,190 237 0.2 Seasonal total, in acre-feet: Record incomplete * Flow started December 30, 1951. 11 Record started 9:20 a.m. January 18, 1952. APPENDIX D / i TABLE 3— Continued POPPET CREEK AT JONES RANCH 1952-53 (Mean daily discharge, in serond-feet) Date Oct. \unoff, in acre-feet Nov. Dec. Jan. 0.7 1.0 0.1 Feb. Mar. 3.6 2 0.1 o.i o 0.1 o Apr. 1.0 0.1 0.3 May June July \u< Sept. 0.8 Seasonal total, in acre-feet: 5.6 17s SANTA ANA RIVER INVESTIGATION TABLE 4 RECORDED SEASONAL RUNOFF AT STREAM GAGING STATIONS IN SANTA ANA RIVER BASIN (In acre-feet) Season 1916-17- 17-18- 18-19. 19-20 - 1920-21 21-22. 22-23 . 23-24- 24-25 1925-26. 26-27- 27-28_ 28-29_ 29-30- 1930-31- 31-32- 32-33 _ 33-34 _ 34-35- 1935-36. 36-37. 37-38- 38-39- 39-40- 1940-41- 41-42. 42-43. 43-44 _ 44-45- 1945-46- 46-47- 47-48- 48-49_ 49-50. 1950-51. Mean for 21- year period, 1922-23 through 1942- 43 Santa Ana River Near Prado. station 15822 139,000 115,400 305,000 140.000 105,000 81,000 111,000 159,000 82,100 71,900 66.000 57,400 83.300 58,100 56.400 56,420 51,590 120,000 229,120 63,130 61,300 174,400 77,920 144,700 109,700 102,200 86,900 84,200 59,110 57,900 74,570 70,340 97.600 At Santa Ana, station 14495 1.720 474 21,600 67,000 1,630 310 758 8,550 496 2.440 2,360 1,930 43,770 128,600 3,410 3,160 84,130 605 64,750 15,150 6,080 2,800 2,010 77 5 039 84 *2 1,900 San Jacinto River Near San Jacinto, station 15586 55,500 11.500 3,920 997 17,700 28,300 3,340 3,630 7,030 1,250 28,400 2,170 824 5.140 8,020 94,440 58.710 9,460 8.080 55,370 7,520 23,820 6,940 14,920 4,600 2,420 267 3,080 1,700 54 18,100 Near Elsinore, station 13913 5,500 7,320 280 7,560 65,900 488 202 81 11,400 83,400 40 2 48 27 10,000 71 7 28 82,340 58,140 9,430 226 46,090 866 7,480 880 356 181 96 28 12 518 14,800 San Antonio Creek near Claremont, station 5638 7,970 540 6.230 1,880 37,200 2,080 556 380 6,360 10,000 770 568 1,160 670 8,520 656 784 6,240 1,280 19,170 40,100 10,500 3,730 26.880 2.000 22,050 13,290 5,790 3,820 5,220 549 388 392 220 8,700 Santiago Creek near Villa Park, station 15728 966 30,700 115 54 16 7,770 28,700 868 172 1,670 230 919 340 410 586 223 12,100 30,390 145 66 34,140 36 20,010 6,730 3,310 304 158 6 250 803 54 6,600 Warm Creek near Colton, station 56,100 85,400 66,200 58,200 49,600 52.600 51.300 41,100 35.430 28,270 24,980 27,910 22,730 18,550 18,960 16,550 27,210 73,570 37,520 35,380 56,010 41,790 58,440 58,170 53,650 49,310 47,410 33.030 27.910 23,400 16,000 40,100 Average for 20-year period 1923-24 through 1942-43. 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". cm ic cm as »c CO as CM* cm* eo" t-T -r" — © © © © © © © © © © © 2 © © © © as co oC' cm -r © oo CM ©_ co "f cm © -r CO cm" « -t" as "- 1 o CO © o gg ©©©©©©© © OtOCONN^O as CM CM © CO f CM OO T as »o" CM* CO" <~T -f* as CM oo © © © © ©©©©©©© © © © © S. -T CDf f O CO CO CM 00 CO CM as CO*" CM*" CO* -* -iT oo CM © © © © ©©©©©©© © © © © © -r «0 © -r 1 © t-i. t*. oo CO CO CM OO CM CM CM* CM* as *"' ! -M i rt 1 -3 H rt fc s t Santa Ana City Water Departments Laguna Beach County Water District Huntington Beach Sewage Seal Beach Sewage Newport Beach Sewage* Sunset Beach Sewage Orange County Joint Outfall Sewer*. 3 >• -a p rt SAN JACINTO UNIT* mescal Water Company n Jacinto Tunnel Discharge to Z < Z < < o -n O — c rt .2 *-* £ Z < oc UJ na Forebay Ana Valley e County Jo na Pressure _c o < 2 c < s -1 rt C rt « sS6s .*■ (/) APPENDIX F )EPTHS TO GROUND WATER AT MEASUREMENT WELLS IN AND ADJACENT TO ELSINORE UNIT, SANTA ANA RIVER BASIN "Wells in the Elsinore Unit were numbered by the system utilized by the United States Geological Survey, according to township, range, and section. Under this system each section is divided into 40-acre plots which are lettered as follows : D C B A E F G H M L K J N P Q R Wells are numbered within each of these 40-acre plots according to the order in which they are located. For example, the well having the number 5S/4W-30E1 would be found in Township 5 South, Range 4 West, and in Section 30, San Bernardino Base and Meridian. It is further identified as the first well located in the 40-acre plot lettered E, which is the southwest quarter of the northwest quarter of Section 30. Locations of the measurement wells listed in this appendix are depicted on Plate F-l, entitled "Location of Wells In and Adjacent to Elsinore Unit," which plate follows this appendix. ( 188 ) APPENDIX F DEPTHS TO GROUND WATER AT MEASUREMENT WELLS IN AND ADJACENT TO ELSINORE UNIT, SANTA ANA RIVER BASIN 189 Description Reference point — top of casing. 150 feet north of Nicholas Road and 600 feet east of junction with Bull Canyon Road. Reference point — wooden base of pump. 0.2 mile northwest of Riverside Drive, 1,000 feet north- east of Santa Fe Railroad. Reference point — top of brick well curbing. 1,300 feet southeast of Highway No. 74, 3,850 feet north- east of Santa Fe Railroad, on southwest corner of angle in road (65 feet northwest of center line of Third Avenue and 65 feet south of center line of Con- rad street). Reference point — concrete floor of pump house. 725 feet southeast of center line of Riverside Drive, 700 feet northeast of center line of Collier Avenue. Reference point — concrete floor of pump house. 725 feet southeast of center line of Riverside Drive, 100 feet northeast of center line of Collier Avenue. Reference point — top of casing. 310 feet northwest of center line of Highway No. 74 and 100 feet northeast of Dexter Avenue. Reference point — top of wooden well housing. 1,400 feet south- east of Highway No. 74, 3,300 feet northeast of Santa Fe Rail- road (642 feet southwest of cen- ter line of Conrad Avenue and 115 feet southeast of center line of Third Avenue). Reference point — top of well curb. 1,500 feet southeast of right angle bend in Highway No. 74, 260 feet northeast of Atchison Topeka and Santa Fe Railroad (160 feet north of center line of Highway No. 74 and 105 feet east of center line of Third Ave- nue). Reference point — top of sheet metal covering well casing. 1,400 feet southeast of Highway No. 74, 1,200 feet northeast of Atchi- son Topeka and Santa Fe Rail- road (50 feet southeast of center line of Third Avenue and 135 feet south of center line of Dex- ter Avenue — 0.22 mile north- east of Highway No. 74). Reference point — top of pump motor. 185 feet southwest of center line of Santa Fe Railroad, 620 feet southeast of center line of Highway No. 74 at bend. Reference point — top of casing. 50 feet south of channel of Temescal Wash., 2,150 feet southwest of Highway No. 74. Reference point — top of casing. 190 feet northwest of Third Ave- nue and 20 mile southwest of Atchison Topeka and Santa Fe Railroad tracks along Highway No. 74 — north of milk barn. Reference point — top of wooden well cover. 800 feet northeast of Conrad Street and 100 feet northwest of center line of Third Avenue projected. Date of measure- ment 6/18/48 6/18/48 11/29/48 6/18/48 11/26/48 6/18/48 6/18/48 11/26/48 11/26/48 6/18/48 11/26/48 6/18/48 11/26/48 Depth to water from reference point, in feet 6/18/48 11/26/48 6/18/48 11/26/48 6/18/48 11/26/48 4/22/49 6/18/48 11/26/48 4/22/49 6/18/48 11/26/48 83.2 52.0 51.7 33.8 32.3 35.4 58.6 65.6 49.2 48.6 44.6 39.1 37.0 34.6 35.8 24.4 28.0 20.2 28.6 21.5 18.2 28.6 21.5 26.6 26.8 Well number 5S/5W-25L1 5S/5W-34C1 5S/5W-34G1 5S/5W-34K1 5S/5W-34Q1 5S/5W-34R1 5S/5W-35L1 5S/5W-35M1 5S/5W-35N1 5S/5W-35N2 5S/5W-35P1 5S/5W-35P2 5S/5W-35Q1 Description Reference point — top of concrete curbing. 4,480 feet northwest of Riverside Drive, 180 feet south- west of center line of Santa Fe Railroad. Reference point — bottom of pump base, south side, elevation 1,452. 64 feet. Inside Corrugated Iron Machine Shop. 160 feet north of, and, 135 feet west of, the point of intersection of sharp curve in Highway No. 71, which is 1.6 miles west of Riverside Drive. Reference point — top of casing, elevation 1,410.53 feet. 125 feet south of center line of Highway No. 71, 1,300 feet west of Torn Ranch Road. Reference point — 2-inch pipe on northeast side of pump base, ele- vation 1,391.49 feet. 1,600 feet west of Torn Ranch Road, 950 feet south of Highway No. 71. Reference point — bottom of pump base, elevation 1,378.39 feet. 2,450 feet northwest of Machado Street, 600 feet northeast of Lincoln Street. Reference point — bottom of pump base, elevation 1,351.72 feet. 1.600 feet northwest of Machado Street, 1,500 feet northeast of Lincoln Street — 600 feet south- west of dirt road that is . 4 mile northeast of Lincoln Street. Reference point — top of casing, ele- vation 1,320.06 feet. 150 feet feet south of Highway No. 71, 100 feet west of Machado Street. Reference point — top of pump base. 1,200 feet south of High- way No. 71. 400 feet east of Torn Ranch Road. Reference point — bottom of pump base, elevation 1,329.15 feet. 170 feet west of center line of Machado Street and 1,710 feet south of Highway No. 71 — behind garage at 234 Machado Street. Reference point — top of 2-inch pipe on east side of pump, eleva- tion 1,324.81 feet (pump house floor). 50 feet east of center line of Machado Street, 1,550 feet north of Lincoln Street. Reference point — bottom of )•£- inch hole in east side of pump base , 0.11 feet above concrete slab, elevation 1,321.14 feet. 85 feet east of center line of Ma- chado Street, 700 feet south of Highway No. 71. -A '' Reference point — bottonnofslot in east side of casing, elevation 1,313.50 feet. 1,060 feet south of Highway No. 71, 750 feeteast of Machado Street (112 feet east of center line of Allis Street pro- jected southerly). Reference point — top of casing east side, elevation 1,301.79 feet. 800 feet south of Highway No. 71, 1,300 feet west of River- side Drive (100 feet east of cen- ter line of Wise Street projected southerly). Date of measure- ment 6/18/48 11/29/48 4/22/49 6/18/48 4/21/49 6/18/48 11/28/48 6/18/48 11/22/48 11/22/48 6/18/48 4/20/49 6/18/48 11/22/48 6/18/48 1 1/23/48 4/21/49 11/22/48 6/18/48 6/18/48 4/20/49 11/22/48 7/10/49 11/22/49 Depth to water from reference point, in feet 15.8 17.6 16.2 225.0 233.3 191.3 197.4 189.0 219.2 223.4 195.5 169.2 141.0 145.0 168-(air gage 175-measure- ment) 184.4 156.2 158.6 147.9 145.8 140.9 125.0 129.2 190 SANTA ANA RIVER INVESTIGATION DEPTHS TO GROUND WATER AT MEASUREMENT WELLS IN AND ADJACENT TO ELSINORE UNIT, SANTA ANA RIVER BASIN-Continued Depth to Depth to Well Date of water from Well Date of water from number Description measure- reference number Description measure- reference ment point, in feet ment point, in feet 5S/5W-36A1 Reference point — top of casing. 6/18/48 13.4 6S/4W-9E1 Reference point — top of casing, 3/ 9/50 57.0 0.3 mile northwest of Riverside 11/29/48 17.2 elevation 1,345.13 feet. 0.35 mile 5 '3 1/50 60.1 Drive, 135 feet northeast of cen- east of Avenue 4, 0.2 mile north ter line of Santa Fe Railroad of Park Way, 3.750 feet east (approximately 100 feet west of along U. S. Highway No. 395 windmill). from intersection of Atchison 5S :.\V-30H1 Reference point — top of casing. 6/18/48 21.0 Topeka and Santa Fe Railroad 300 feet northwest of center line 11/26/48 25.9 and U. S. Highway No. 395, of Riverside Drive, 635 feet 8/ 8/50 33.7 thence at right angles 1,840 feet southwest of center line of Col- 8/ 8/50 53 . 1 (oper.) north on west side of wash. lier Avenue. 6S/4W-9K1 Reference point — top of casing, 6/18/48 42.2 5S 5W-36H2 Reference point — top of casing. 50 11/26/48 21.8 elevation 1,283.69 feet. 530 feet 11/26/48 49.3 feet northwest of center line of 8/ 8/50 34.6 (oper.) north of center line of Highway 4/22/49 48.8 Riverside Drive, 1,300 feet 9/27/50 31.2 (oper.) No. 71, 100 feet west of Railroad 3/ 9/50 49.0 southwest of center line of Col- 10/19/50 29.6 Canyon Road, windmill west of lier Avenue. 11/16/50 29.2 house. 5S/5W-36J 1 Reference point — top of casing. 6/18/48 16.0 6S/4W-9L1 Reference point — top of well curb- 6/18/48 54.6 1 .075 feet southeast of Riverside 11/29/48 19.1 ing, elevation 1,269.87 feet. 50 11/26/48 64.2 Drive, 0.3 mile east of intersec- 4 '22/49 17.4 feet south of Highway No. 71, 4/22/49 62.0 tion with Strickland Avenue. 542 feet west of west end of 6S/4W-5N1 Reference point — top of pump 6/18/48 87.4 bridge over San Jacinto River- base. 35 feet south of center line 11/26/48 88.1 60 feet west of center line of Elm of Franklin Street, 150 feet west Street. of center line of Main Street 6S/4W-9L2 Reference point — top of well curb- 6/18/48 54.6 (Elsinore). ing. 50 feet south of Highway 11/26/48 64.2 6S/4W-6G 1 Reference point — top of casing. 6/18/48 29.8 No. 395, 0.2 mile west of San 4/22/49 62.0 480 feet south of Minthorn 11/26/48 32.5 Jacinto River. 3/13/50 55.0 Street, 900 feet east of Chaney 8/ 8/50 36.9 5/ 2/50 58.4 Street in open field, about 20 9/27/50 37.2 5/31/50 60.0 feet south of concrete standpipe 10/19/50 37.2 7/ 7/50 61.6 10 feet high. 11/16/50 37.3 8/ 8/50 63.3 6S/4W-6H1 Reference point — top of casing. 6/18/48 28.8 9/27/50 64.2 0.31 mile east of Chaney Street 11/26/48 31.0 10/19/50 64.2 and 150 feet north of center line 3/13/50 34.2 11/16/50 64.2 of Minthorn Street. 6S/4W-9M1 Reference point — bottom of pump 2/27/50 55.3 6S/4W-6H2 Reference point — air gage. At 12/22/29 40 base at concrete floor, elevation booster station on west side of 12/22/29 50 (oper.) 1,271.82 feet. 75 feet south of Warm Spring Creek, 675 feet 3/ 9/32 48 (oper.) U. S. Highway No. 395. 0.3 mile northwest along Minthorn Street 11/ 1/32 44 west of San Jacinto River Bridge, from intersection of Minthorn 11/ 1/32 55 (oper.) 75 feet west of Lake Park Street. Street and Spring Street, thence 12/15/32 52 (oper.) 6S/4W-9P1 Reference point — bottom of pump 3/14/50 51.1 at right angle south southwest 12/15/32 42 base at concrete foundation, ele- 235 feet. 4/ 2/33 6/12/34 8/21/34 11/20/34 52 (oper.) 56 (oper.) 64 (oper.) 58 (oper.) vation 1,267.69 feet. 0.15 mile south of U. S. Highway No. 395, 50 feet west of Elm Street, 800 feet west of San Jacinto River. New reference point — top of con- 3/13/50 111.4 (oper.) 6S/4W-9Q1 Reference point — top of concrete 6/18/48 49.9 crete floor. well curbing, elevation 1,273.87 11/26/48 51.5 6S/4W-6R1 Reference point — top of cement curb on pit, elevation 1,268.93 feet. 100 feet north of Summer Street, 150 feet west of Atchison 3 ' 9/50 23.0 feet. 100 feet south of Campbell Street, 50 feet west of Kuhns Street, 60 feet southwest of house. 4/22/49 55.5 Topeka and Santa Fe Railroad. 6S/4W-16C1 Reference point — bottom of hole 6/18/48 43.6 6S/4W-6R2 Reference point — top of ornamen- 3 / 9/50 17.5 cut in casing, elevation 1,263.46 11/24/48 44.3 tal tile curb around pit, eleva- feet. South side of Sylvester 4/22/49 48.2 tion 1,269.52 feet. 550 feet north Street on east bank of San Ja- of Summer Street, 175 feet west cinto River. of Atchison Topeka and Santa 6S/4W-16C2 Reference point — air gage. 0.6 mile 7/ 5/47 49 Fe Railroad. south along U. S. Highway No. 9/ 8/47 54 (oper.) 6S/4W-8K1 Reference point — hole in end of 3/13/50 65.5 395 from intersection of Rail- 1/12/48 44 2" x 12" cover (horizontal cor- road Canyon Road, then 2,800 4/17/48 51 » rection = 0.5 foot), elevation feet west along Sylvester Street 5/ 7/48 51 1,264.67 feet. 750 feet south of on south side of street. 50 feet 5/14/48 59 ■ Railroad Avenue (U. S. High- west of San Jacinto River chan- 5/18/48 129 (oper.) way No. 395), 200 feet west of nel. 5/23/48 75 • Lucerne Street, under windmill 8/20/48 70 tower. 12/22/48 60 6S/4W-8L1 Reference point — top of casing. 6/18/48 41.2 3/12/49 57 360 feet west of center line of 11/26/48 43.9 4/22/49 141 (oper.) Center Street and 550 feet west 4/22/49 46.6 4/29/49 64 of intersection Atchison Topeka 3/14/50 53.6 4/29/49 144 (oper.) and Santa Fe Railroad and 5/24/49 46 Highway No. 71 — 100 feet south 6/ 6/49 56 of center line of Highway No. 6/23/49 151 (oper.) 71. 8/11/49 160 (oper.) 6S/4W-8L2 Reference point — top of casing, 3/13/50 49.8 10/17/49 54 elevation 1,266.32 feet. 1,200 6S/4W-16D1 Reference point — top of en sing, 6/18/48 71. 3> feet west of Lucerne Street, 200 elevation 1,261.95 feet. On west 11 24 48 56.1 feet south of Railroad Avenue bank of San Jacinto River in 3 >.) M 69. 4» (U. S. Highway No. 395) small line with Sylvester Street. 2,900 8/ 8/50 91.1 (oper.) domestic well with electric pump feet west of Highway No. 395. 9/27/50 88.0 (oper.) under windmill tower. 10/19/50 11/16/50 76.8 72.8 APPENDIX F 191 DEPTHS TO GROUND WATER AT MEASUREMENT WELLS IN AND ADJACENT TO ELSINORE UNIT , SANTA ANA RIVER BASIN-Continued Depth to Depth to Well Date of water from WeU Date of water from number Description measure- reference number Description measure- reference ment point, in feet ment point, in feet 6S/4W-16H1 Reference point — top of casing, 6/18/48 36.2 6S/4W-21J1 Reference point — top of casing. 6/18/48 130.0 elevation 1,273.39 feet. 150 feet 4/22/49 44.4 elevation 1,265.04 feet. 125 feet south of Sylvester Street or 0.6 3/ 9/50 45.9 south of center line of Cereal mile south of Railroad Canyon Street, 600 feet west of Corydon Road and 200 feet west of High- Street, near airport. way No. 395. 6S/4W-21J2 Reference point — base of pump, 11/24/48 135.0 6S/4W-16J1 Reference point — top of casing, 6 18/48 26.3 elevation 1,265.30 feet. 300 feet elevation 1,261.18 feet. 250 feet 1 1 26/48 31.4 north of Cereal Street, 800 feet west of Highway No. 71, 250 4 22/49 32.2 west of Corydon Street. feet south of Elberta Road, 6S/4W-21R1 Reference point — top of casing, 6/18/48 58.8 windmill. elevation 1,266.89 feet. 60 feet 11/24/48 63.1 BS IW-17J1 Reference point — top of casing, 6/18/48 47.0 east of center line of Corydon 19.60 feet above ground surface, 11 26/48 51.3 Street, 2,600 feet north of Pal- elevation 1,272.12 feet. 1.7 miles 4/22 49 51.9 omar Street inside small woven northwest along Cereal Street 11 22/49 60.8 wire fence. (740 feet south of from Corydon Avenue, then Gartner Street or 1,270 feet northeast at right angle 1,200 south of Cereal Street). feet. 6S/4W-22F1 Reference point — top of masonry 6/18/48 16.2 New reference point — top of cas- 3/ 9/50 59.6 lining, elevation 1,290.36 feet. 11/26/48 16.4 ing, 4.5 feet above ground sur- 950 feet east of Highw ay No. 74 4/22/49 17.3 face, elevation 1,257.0 feet. 1,200 feet north of Croydon 6S 4W-19D1 Reference point — base of pump, elevation 1,275.69 feet. 255 feet north of center line of Grand 6/18/48 23.2 Street (large windmill at east end of Lewis Street, behind house). Avenue, 35 feet west of center 6S/4W-22G1 Reference point — top of metal cas- 6/18/48 34.8 line of Baldwin Boulevard pro- ing, elevation 1,422.78 feet. 50 11/26 48 34.2 jected. feet south of Orange Street, 100 4/22 19 34.7 6S 1W-19G1 Reference point — top of casing. 6/18/48 27.6 feet west of Almond Street. elevation 1,262.42 feet. 1,300 11/24/48 17.1 6S/4W-22M 1 Reference point — top of casing, 6/18/48 163.5" feet east of Wood Street, 1,050 4/21/49 17.2 elevation 1,272.78 feet. 75 feet 11/24/48 172.1 feet north of Grand Avenue. west of center line of Corydon 6S 4W-19J1 Reference point — top of casing. 6/18/48 35.8 Street, 750 feet south of High- 150 feet north of center line of 11/24/48 31.0 way No. 395. Grand Avenue, 2,640 feet west 5/15/52 31.8 6S/4W-22M2 Reference point — air gage, eleva- 6/ 8/48 143* of Rome Hill Road. 2/24/53 29.3 tion 1,278. 16 feet. 245 feet west 7/ 2/48 147 » 6S/4W-19.J2 Reference point — top of casing, 6/18/48 18.4 of center line of Highway No. 9/20/48 161 » elevation 1,277.32 feet. 850 feet 11/24/48 19.4 71. 450 feet north of center line 9/28/48 158 north of center line of Grand 4/21/49 19.5 of Waite Street. 9/30/48 156 • Avenue, 2,430 feet west of Rome 10/ 4/48 157 • Hill Road. 11/ 1/48 150 6S/4W-19K1 Reference point — base of pump. 6/18/48 24.2 12/ 1/48 151 » elevation 1,284.21 feet. 0.32 mile 11/24/48 29.0 12/24/48 146 east of Wood Street, 300 feet 2/ 5/49 137 south of Grand Avenue. 3/ 7/49 135 6S/4W-19L1 Reference point — top of casing, 7/10/48 29.2 4/ 4/49 132 a elevation 1,292.78 feet. 100 feet 11/24/48 31.3 4/29/49 152 » west of Wood Street and 75 feet 4/20/49 29.8 5/20/49 165 (oper.) north of Brightman Avenue. 5/26/49 153 ■ 6S/4W-20J1 Reference point — notch in north side of casing, 0.18 feet below top of casing, elevation 1,250.41 feet. 660 feet east of center line of Stoneman Street, 3.850 feet north of Grand Avenue in lake bed. 4/21/49 34.2 6/ 6/49 6/21/49 7/10/49 7/25/49 8/ 7/49 8/27/49 8/30/49 155 (oper.) 162 (oper.) 173 (oper.) 178 (oper.) 184 (oper.) 186 (oper.) 176 6S/4W-20N1 Reference point — top of casing, 6/18/48 31.0 9/16/49 172 elevation 1,302.14 feet. 150 feet 11/24/48 32.0 10/10/49 174 » south of center line of Grand 4/21/49 32.8 11/14/49 176* Avenue, 650 feet west of Rome 1/ 9/50 152 Hill Road. 2/ 6/50 147 6S/4W-20N2 Reference point — top of casing, 6/18/48 29.0 2/27/50 145 elevation 1,293.61 feet. 305 feet 11/24/48 30.0 4/22/50 155' north of center line of Grand 4/21/49 30.1 5/ 4/50 153" Avenue, 1,210 feet west of Rome 6/ 4/50 155 » Hill Road. 7/10/50 167* 6S/4W-20P1 Reference point — top of casing, 6/18/48 17.0 7/27/50 168* elevation 1,286.67 feet. 260 feet 11/24.48 17.9 9/11/50 178* west of center line of Rome Hill 10/ 9/50 167* Road, 1,000 feet north of Grand 11/ 8/50 170* Avenue. 6S/4W-22M3 Reference point — air gage, eleva- 4/ 1/46 108 6S'4W-20Q1 Reference point — top of casing, 8/ 8/50 20.3 tion 1,278.84 feet. 125 feet west 5/ 5/46 117 0.1 feet above wood floor. 200 9/27/50 23.8 of center line Highway No. 71. 6/ 3/46 122 feet northwest of Stoneman 10/19/50 19.9 390 feet north of center line of 6/14/46 126.4 Street, 0.3 mile northeast of 1 1 16/50 18.6 Waite Street. (Measurements 7/16 46 125* Grand Avenue in back of resi- made 6/14/46 and 6/1/46 were 8/ 9/46 127* dence and north side of olive with tape from pump base refer- 9/ 7/46 129* grove. ence point.) 9/19/46 146 (oper.) 6S/4W-20R1 Reference point — top of casing. 6/18/48 14.6 12/15/46 108 elevation 1,264.18 feet. 1,420 11/24/48 14.6 1/15/47 102 feet east of Stoneman Street, 2/15/47 100 2,850 feet north of Grand Av- 2/24/47 105* enue. 2/26 17 105* 192 SANTA ANA RIVER INVESTIGATION DEPTHS TO GROUND WATER AT MEASUREMENT WELLS IN AND ADJACENT ro ELSINORE UNIT , SANTA ANA RIVER BASIN-Continued Depth to Depth to Well Date of water from Well Date of water from number Description measure- reference number Description measure- reference ment point, in feet ment point, in feet 6S/4W-22M3 3/25/47 105 6S/4W-28L1 Reference point — top of wood 6/18/48 12.4 ■ — Continued 4/21/47 131 (oper.) floor, elevation 1,279.18 feet. 11/24/48 13.3 5/15/47 139" Windmill 200 feet west of Cory- 4/21/49 12.3 5/30/47 125 don Street, 1,150 feet north of 6/26/47 137" Grand Avenue. 7/ 7/47 141 (oper.) 6S/4W-28M1 Reference point — hole in pump 6/18/48 25.4 8/17/47 148 » base, elevation 1,297.38 feet. 11/24/48 26.2 9/12/47 144 » 275 feet south of center line of 4/21/49 26.5 10/ 7/47 143 » Grand Avenue, 400 feet west of 1/12/48 127" Corydon Street in small open 1/25/48 130" pump house. 2/ 2/48 127 6S/4W-28P1 Reference point — top of casing, 6/18/48 29.9 2/ 7/48 125 elevation 1,300.46 feet. In 11/24/48 27.1 2/23/48 122 southeast corner of almond 4/19/48 163" orchard — 70 feet north of center 4/30/48 135 line of Grand Avenue, 600 feet 5/ 3/48 165 (oper.) east of Corydon Street. 6/ 1/48 133.3b 6S/4W-28P2 Reference point — wood floor of 6/18/48 28.8 6/ 7/48 180" pump house, elevation 1,301.59 11/24/48 25.6 6/27/48 140" feet. 240 feet southwest of center 4/23/49 147.5» b line of Grand Avenue, 1,550 feet 4/ 9/50 149 east of Corydon Street. 6S/4W-23N1 Reference point — top of casing, 6 18/48 47.5 6S/4W-28R1 Reference point — top of casing, 6/18/48 38.4 elevation 1,410.04 feet. 250 feet 11/26/48 43.3 elevation 1,293.40 feet. 1,900 11/24/48 39.4 north of Bundy Canyon Road, 4/22/49 45.4 feet north of Grand Avenue, 500 4/21/49 40.4 300 feet west of Cherry Street— feet east of Bryant Street — 740 5 feet west of green tank tower. feet south of Palomar Street. 6S/4W-26B1 Reference point — top of well curb- 6/18/48 48.2 6S/4W-29G1 Reference point — bottom of notch 6/18/48 49.6 ing, elevation 1,409. 13 feet. 500 11/26/48 49.6 on east side of casing, elevation 11/24/48 50.1 feet south of Bundy Canyon 4/22/49 54.2 1,328.29 feet. 250 feet south of 4/21/49 50.6 Road, 400 feet east of White center line of Grand Avenue, Street (in draw southeast of 650 feet east of Stoneman Street. house) . 6S/4W-29H1 Reference point — top of casing. 6/18/48 51.6 GS/4W-26L1 Reference point — top of casing, 6/18/48 61.8 elevation 1,317.72 feet. 2,900 elevation 1,391.28 feet. 40 feet 11/26/48 59.6 feet east of Stoneman Street, south of center line of Walnut 4/21/49 58.2 150 feet north of Grand Avenue, Street, 150 feet west of center 6 feet east of white brick garage. line of White Street. 6S/4W-33A2 Reference point — concrete floor of 6/18/48 50.8 6S/4W-26L2 Reference point — top of casing. 6/18/48 41.0 pump house, elevation 1,304.97 elevation 1,353.25 feet. 75 feet 11/26/48 40.0 feet. 150 feet north of Grand east of Cherry Street, 225 feet 4/21/49 40.9 Avenue, 850 feet east of Bryant south of Walnut Street. Street in rear of house. 6S/4W-26M1 Reference point — hole in east side 6/18/48 39.8 6S/4W-33B1 Reference point — top of casing, 100 6/18/48 53.4 of pump base, elevation 1 ,350 . 96 11/26/48 32.3 feet south of Grand Avenue, 200 4/21/49 53.8 feet. 600 feet east of Orange 4/21/49 35.3 feet east of Bryant Street — west Avenue, 100 feet south of Wal- of house. nut Street. 6S/4W-33H7 Reference point — top of casing. 6/18/48 40.2 6S/4W-27C1 Reference point — hole in pump 6/18/48 176.0 240 feet north of Grand Avenue, 11/24/48 40.8 base, elevation 1,307.53 feet. 11/26/48 173.6 2,200 feet west of Wesley Street 950 feet north of Canyon Drive, 4/21/49 174.5 — in rear of yellow stucco house. 600 feet west of Orchard Street, 6S/4W-34B1 Reference point — top of concrete 12/ 2/48 57.0 50 feet east of white house. pump base, elevation 1,286.27 4/21/49 58.2 6S/4W-27G1 Reference point — H-inch hole in 6/18/48 175.0 feet. 580 feet east of Wesley pump base plate, elevation 11/26/48 180.8 Street, 190 feet north of center 1,328.72 feet. 75 feet north of 4/21/49 171.7 line of Highway No. 71. Walnut Street, 150 feet east of 6S/4W-34E3 Reference point — top of concrete 6/18/48 55.9 Orchard Street. well lining. 200 feet south of 11/24/48 56.0 6S/4W-27J1 Reference point — hole in north 6/18/48 154.4 Grand Avenue, 1,300 feet west side of pump base, elevation 4/21/49 156.8 of Wesley Street under windmill. 1,340.87 feet. 100 feet south of 6S/4W-34E4 Reference point — top of casing, 6/18/48 50.6 Walnut Street, 550 feet west of elevation 1,287.47 feet. 170 feet 11/24/48 46.6 Orange Street, in small white north of Grand Avenue, 650 feet pump house. west of Wesley Street, northwest 0S/4W-28B1 Reference point — top of casing, 6/18/48 51.6 of white stucco house. elevation 1,264.07 feet. 300 feet 11/24/48 57.4 6S/4W-34G1 Reference point — base of electric 11/29/48 25.9 west of Corydon Street, 1,850 4/19/49 51.3 pump, elevation 1,258.62 feet. 4/21/49 29.0 (oper.) feet north of Palomar Street. Windmill northwest of house, 6S/4W-28D1 Reference point — pipe in pump 6/18/48 23.2 0.17 mile southeast of Wesley base, elevation 1,269.17 feet. In 11/24/48 23.8 Street and 150 feet northeast line with Palomar Street, 2,500 4/21/49 16.2 Union (Darby) Avenue. feet west of Corydon Street at 6S/4W-34K1 Reference point — top of casing. 11/29/48 46.0 west end of hill. (0 . 52 mile north- elevation 1,277. 15 feet. 200 feet 4/21/49 46.8 west of Corydon Street and . 52 north of Grand Avenue, 1,500 mile northeast of Grand Ave- feet east of Wesley Street in barn nue). back of white house. 6S/4W-28H1 Reference point — top of casing. 6/18/48 48.4 6S/4W-34R1 Reference point — top of wooden 11/29/48 38.1 elevation 1,289.34 feet. Wind- 11/24/48 49.0 well cover, elevation 1,261.31 4/21/49 37.9 mill 1,500 feet east of Corydon 4/21/49 50.6 feet. 75 feet northwest of center Street, 1,200 feet north of Palo- line of Grand Avenue, 700 feet mar Street. west of Main Street of Wildomar — 50 feet southeast of center line of Elm Street. APPENDIX F 193 DEPTHS TO GROUND WATER AT MEASUREMENT WELLS IN AND ADJACENT TO ELSINORE UNIT, SANTA ANA RIVER BASIN-Continued Description Date of measure- ment Depth to water from reference point, in feet Well number Description Date of measure- ment Depth to water from reference point, in feet Reference point — top of well curb- ing, elevation 1,285.62 feet. 0.33 mile northeast of Highway No. 74 and 175 feet southeast of Central Avenue. Reference point — top of casing, elevation 1,255.80 feet. 53 feet south of center line of Highway No. 71 and 64 feet east of center line of Central Avenue, in north- west corner of Wildomar School yard. Reference point — top of casing. 0.48 mile southeast along Bax- ter Road from Central Avenue, then 150 feet south of Baxter Road, 125 feet east of adobe house on knoll. Reference point — hole in south side pump base, elevation 1,323.86 feet. 190 feet east of center line of Machado Street, 1,150 feet north of Lincoln Street. Reference point — top of casing, elevation 1,305.22 feet. 750 feet east of Machado Street. 200 feet south of center line of Lincoln Street. Reference point — top of casing, elevation 1,300.56 feet. 1,350 feet west of Riverside Drive, 225 feet north of center line of Lin- coln Street. Reference point — top of pump base, elevation 1,299.73 feet. 1,350 feet west of Riverside Drive and 525 feet north of Lincoln Street. Reference point — bottom of pump base, elevation 1,277.69 feet. 55 feet east of center line of River- side Drive, 0.26 mile southwest Highway No. 71. Reference point — top of casing, elevation 1,277.97 feet. 10 feet north of center line of Joy Street and 200 feet east of center line of Riverside Drive. Reference point — top of casing, elevation 1,279.73 feet. 45 feet east of center line of Riverside Drive, 265 feet south of center line of Joy Street. Reference point — bottom of pump base, elevation 1,278. 12 feet. 50 feet east of center line of River- side Drive, 535 feet north of cen- ter line Lincoln Street. Reference point — top of casing. 600 feet southeast of Riverside Drive, 4,600 feet southwest of State Highway No. 71 (Graham Avenue) . Reference point — top of casing, elevation 1,288.00 feet. 1,300 feet west of Riverside Drive, 1,000 feet south of Lincoln Street. Reference point — bottom of 1-inch hole in north side of casing, ele- vation 1,295.24 feet. 1,300 feet west of Riverside Drive, 370 feet south of center line of Lincoln Street. Reference point — top of casing, elevation 1,268.78 feet. 78 feet east of center line of Riverside Drive, 0.32 mile south of Lin- coln Street. 1 1/29/48 11/29/48 4/21/49 11/29/48 6/18/48 4/20/49 7 10 48 11/23/48 6/18/48 11/22/48 6/18/48 11/22/48 7/10/48 7/10/48 1 1 24 IS 4/20/49 33.8 45.8 45.0 35.6 148.6 144.9 141.0 157.2 95.2 97.5 135.2 141.8 66.7 7/10/48 68.7 1 1/22/48 73.2 7/10/48 71.5 11/22/48 23.0 7/10/48 74.6 11/22/48 69.9 9/19/50 85.3 5/16/52 88.1 2/24/53 81.6 8/ 8/50 100.0 (oper.) 9/27/50 100.8 (oper.) 10/19/50 70.2 11/16/50 70.8 6/18/48 96.6 11/22/48 113.2 4/19/49 88.3 11/22/48 117.2 4/19/49 94.7 43.1 46.0 46.0 6S/5W-3G1 6S/5W-3K2 6S 5W-3L1 6S/5W-3L2 6S/5W-3M1 6S/5W-3N1 6S/5W-3P1 6S/5W-3P2 6S/5W-3Q1 Reference point — bottom of hole in south side pump base, eleva- tion 1 ,345 . 39 feet. 660 feet south of west end of Lincoln Street (60 feet east of dirt road that runs south from Lincoln Street, 0.27 mile west of Machado Avenue). Reference point — 2-inch pipe set in southwest corner of pump foundation, elevation 1,337.63 feet. 515 feet west of center line of Machado Street, 2,640 feet south of Lincoln Street. Reference point — base of pump south side, elevation 1,362.47 2,200 feet north of Grand Ave- nue, 1,900 feet west of Machado Street. Reference point — top of casing, elevation 1,352.73 feet. 2,700 feet north of Grand Avenue. 1,500 feet west of Machado Street. Reference point — base of pump, elevation 1,419.29 feet. 1,000 feet north of Grand Avenue, 3,500 feet west of Machado Street (in white pump house). Reference point — top of casing, elevation 1,375.09 feet. 750 feet north of Grand Avenue, 2,000 feet west of Machado Street. Reference point — bottom of pump base east side, elevation 1,327.77 feet. 200 feet west of center line of Machado Street, 1,480 feet north of Grand Avenue. Reference point — top of casing, elevation 1,353.06 feet. 660 feet north of Grand Avenue, 1,050 feet west of Machado. 6S/5W-10C1 Reference point — bottom of cut in east side of casing, elevation 1,324.03 feet. 60 feet east of cen- ter line of Machado Street, 2,900 feet south of Lincoln Street out- side of galvanized pump house (east side). Reference point — top of wood crib- bing, elevation 1,331.19 feet. 50 feet east of center line of Ma- chado Street, 650 feet north of Grand Avenue. 7/10/48 I I 22 18 I 20 4!) 6/18/48 11/22/48 6/18/48 4/20/49 6/18/48 11/22/48 6/19/48 1 1/22/48 4/20/49 6/18/48 11/22/48 4/20/49 6/18/48 11/22/48 4/20/49 10/18/45 11/17/45 12/18/45 1/19/46 2/17/46 3/22/46 4/18/46 6/15/46 8/17/46 9/24/46 10/16/46 11/16/46 12/20/46 1/21/47 2/22/47 3/18/47 4/ 3/47 6/26/47 7/29/47 9/20/47 10/20/47 11/20/47 12/20/47 1/20/48 2/20/48 3/11/48 4/19/48 6/18/48 11/22/48 4/20/49 May 1945 Sept. 1945 May 1946 Sept. 1946 May 1947 Sept. 1947 6/18/48 11/22/48 4/20/49 6/18/48 11/22/48 168.6 177.6 174.0 163.7 173.2 195.4 177.8 180.7 184.7 93.8 93.8 98.0 59.8 74.5 62.2 90.8 90.4 73.3 34.5 33. 33. 33. 34. 35. 35. 37.0 33.2 32.7 32.5 33.2 34.2 35.0 36.0 37.0 37.5 36.0 36.8 38.0 37.0 38.0 38.0 39.0 40.5 40.5 42.8 46.7 46.9 47.5 58.5 63.0 62.0 123.0 113.0 129.0 139.4 149.1 136.0 29.2 31.1 194 SANTA ANA RIVER INVESTIGATION DEPTHS TO GROUND WATER AT MEASUREMENT WELLS IN AND ADJACENT TO ELSINORE UNIT, SANTA ANA RIVER BASIN-Continued Depth to Depth to Well Date of water from Well Date of water from number Description measure- reference number Description measure- reference ment point, in feet ment point, in feet 6S/5W-10D1 Reference point — floor of pump 6/18/48 80.9 6S/5W-14A1 Reference point — 1-inch hole in 6/18/48 29.7 house, elevation 1,388.77 feet. 11/22/48 84.5 bottom of pump base, elevation 8/ 8/50 46.5 (oper.) 370 feet south of center line of 1,271.31 feet. 1.3 miles southeast 9/27/50 60.0 (oper.) Grand Avenue, 1,050 feet west of Riverside Drive and 50 feet 10/19/50 64 . 1 (oper.) of Maehado Street. north of center line of Grand Av- 11/16/50 39.1 6S/5W-10G1 Reference point — hole in pump 6/18/48 40.4 enue in olive grove, small pump base, elevation 1,304.14 feet. 70 11/22/48 48.4 house with horizontal pressure feet south of center line of Grand tank on north side. Avenue, 650 feet west of River- 6S/5W-14B2 Reference point — top of casing, 6/18/48 65.5 side Drive. elevation 1,310.20 feet. 2,600 11/23/48 64.0 6S/5W-10G2 Reference point — pump house floor, elevation 1.293.97 feet. 115 feet west of center line of River- side Drive, 100 feet north of cen- 4/20/49 17.0 feet east of Highway No. 74, 650 feet south of Grand Avenue (150 feet north of Union Avenue and 100 feet west of Sangston Drive). 4/20/49 64.0 ter line of Grand Avenue. 6S/5W-14E1 Reference point — top of casing. 6/18/48 49.4 6S/5W-10J1 Reference point — hole in side of pump. 200 feet south of Grand Avenue 1 ,000 feet east of River- 6/18/48 56.5 100 feet west of center line of Highway No. 74, 3,900 feet south of Grand Avenue. side Drive — 150 feet west of 6S/5W-14E2 Reference point — top of concrete 6/18 '48 45.6 Wilson Street. well casing, elevation 1,507.64 6S/5W-11M1 Reference point — base of pump, 6/18/48 38.4 feet. 350 feet east of center line elevation 1.281.56 feet. 60 feet 11/23/48 39.2 of Highway No. 74, 3,900 feet east of center line of Macy 4/20/49 22.4 south of Grand Avenue. Street, 305 feet north of center 6S/5W-14G1 Reference point — 2-inch pipe on 6/18/48 55.6 line of Grand Avenue. north side of pump base. 3,350 11/23/48 58.3 6S/5W-11M2 Reference point — hole in north side pump base. 84 feet north of center line of Grand Avenue, 700 feet east of center line of Macy Street. 6/18/48 40.2 feet east of Highway No. 74, 750 feet south of Grand Avenue (490 feet east of center line of Blanche Street and 20 feet north of center line of Union Avenue projected). IIS :,\V-11P2 Reference point — 2-inch pipe on 6/18/48 66.5 6S/5W-14G2 Reference point — top of casing. 6/18/48 60.5 east side of pump base, eleva- 11/23/48 77.2 elevation 1,338.61 feet. 3,150 tion 1,313.74 feet. 100 feet south feet east of Highway No. 74 of center line of Grand Avenue, 1,200 feet south of Grand Av- 195 feet east of center line of enue (150 feet east of center line Highway No. 74 (Ortega High- of Blanche Street and 550 feet way). south of center line of Union 6S/5W-11Q1 Reference point — top of casing, 6/18/48 25.8 Avenue). elevation 1,267.32 feet. 750 feet 11/23/48 28.8 6S/5W-14H1 Reference point — bottom of large 6/18/48 57.8 north of Grand Avenue, 2,000 hole in pump base, elevation 11/23/48 65.1 feet east of Highway No. 74 (150 1,305.28 feet. 630 feet south of feet west of Marie Drive). center line of Grand Avenue and 6S/5W-13E1 Reference point — top of casing 6/18/48 43.1 0.24 mile east of Blanche Street. after removing thrust bearing 11/23/48 46.4 6S/5W-24A1 Reference point — top of casing, 7/10/48 56.2 bolt. 75 feet south of center line elevation 1,287.71 feet. 278 feet of Grand Avenue and 0.50 mile east of center line of Blackwell east of Blanche Street. Boulevard, 64 feet south of cen- 6S/5W-13P1 Reference point — hole in south side 6/18/48 87.3 ter line of Grand Avenue. pump base, elevation 1,338.13 11/23/48 87.6 6S/5W-24B1 Reference point — hole in south side 6/18/48 92.6 feet. 750 feet south of Grand Av- of pump base. 775 feet southwest 11/24/48 104.8 (oper.) enue, 2,350 feet west of Black- of Grand Avenue, 100 feet south- well Boulevard, 300 feet west of east of Maiden Lane (on pro- center line of Adelfa Street. jected Brightman Avenue). 6S/5W-13Q1 Reference point — lj^-inch pipe in 6/18/48 70.0 6S/5W-24B2 Reference point — pump base, ele- 11/24/48 74.7 west side of pump base, eleva- 11/23/48 49.8 vation 1,334.49 feet. 725 feet 4/20/49 96.8 tion 1,280.59 feet. 2,900 feet southwest of Grand Avenue, 100 west of Blackwell Boulevard, feet southeast of Maiden Lane. 100 feet north of center line of Grand Avenue, (685 feet west of center line of Adelfa Street). » Nearby well operating. b Measurement by electric sounder. Reference point, pump base. STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA RIVER INVESTIGATION LOCATION OF WELLS IN AND ADJACENT TO ELSINORE UNIT SCALE OF FEET 2000 2000 4000 DEPARTMENT OF WATER RESOURCES 1957 APPENDIX G LAND USE IN SANTA ANA RIVER BASIN IN 1948 APPENDIX G .197 oo --* a* to < Of LU > < z < z < to a Z < 5 o H HOOOCOtOOOO'fWNMOOOJ O CN CN CD CN JO t^ CD l-~ 'O O CN CD -H ^t^^" 1 . . 1 : 50 t^oi coco "*■* Oi" r-~ rH OS rt<" r* CO CN r-~ rj<" Ht" iQ •H rtf rH CN rH ^H^r^ CD OI CO r CO O X o CohN rH 0_ co" OSHNCONOOcOiOOHOO CNCNIOrHTjIlOX lO rH«H N- CO rH X o X •*" Hcoonao NiOHCONrt r> CN C3i »h ^ to x" t-" r>r t>r hj" CO CO X CN Oi o X >o~ Oi •a p c6 a < 03 a o3 CO H a> S o w (B fc. a 2 Nffl^O«H!DOHO»«OOQO WHCOtq -tq rH ,H X CN >0 CN *o" CN to" rH CO - CO_ 3 o o o X lOOCNOXOlXOOOOlO X N. 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CO •o d »o N ^" co" o" -h" CN CO" ^h" CN CO" co" > CO N- OOOOOOO oo o OOOOO^hOOO rH 0) CN CO CD s o ■ - C c .5 3 -^ CD W — < © CO © ^ © CO iO--"CDcDOSOSCOCDTt< OS »o a co >> N- iO iO OS CO CN CO OS O CNOSCOCOOCO CD o 03 OJ -* rH CO rH i-4 CD °i CO H to CO H H iO CO CO *03 CN* OS* rH co" r-i CN CO" > — 1 .-H CO CC *i" ' 03 ' ' qs ; ; OJ — 1 I 3 03 1 ' 3 ! ! TJ d ! ! ! ! ! ! a p O i i i i i i jS at i i ■ ■ i i js" ; ; BB I ! ' I ii "O OJ a -a a © ! ! $ ! » ! i-fe j ! ! > 1 ^ e3 .O i ' +* ' rthwest of City of River- side 25 RCFC&WCD 1 26 27 SBCFCD SBCFCD Channel excavation Concrete channel . Earth channel 6 2.1 5 0.9 camonga Creek . 28 SBCFCD Wire and rail revetment. _ 6.5 10 a Antonio Creek. . . . 29 LACFCD Right bank paving.. Double bank wire-mesh 3 6 30 31 Thompson Creek Dam SBCFCD LACFCD 812 1 .5 1,500 ' ompson Creek Gravel fill dam with con- Crest height 66 feet above crete core stream bed eoak Wash. . 32 LACFCD Concrete gravity dam 250 303 Crest height 70 feet above eo?.k Wash. _ . . 33 LACFCD Channel excavation with bank protection 0.8 stream bed Concrete channel 1.4 Cof E Concrete walled channel . 1 liDimasWash 34 San Dimas Diversion and Puddingstone Diver- LACFCD Concrete channel Earthfill dam with con- 148 5 Hdingstone Creek. 35 Puddingstone Reservoir. . LACFCD 3 earthfill dams with con- crete faces and cores 17,398 2,698 Crest 147 feet above stream bed iitheast of City of River- 36 Sycamore Dam - RCFC&WCD Earthfill dam. .- - 1,700 480 Crest about 63 feet above ide stream bed 202 SANTA ANA RIVER INVESTIGATION TABLE 1— Continued EXISTING FLOOD CONTROL WORKS IN SANTA ANA RIVER BASIN-Continued Location Southeast of City of River- side Southeast of City of River- side South of City of Riverside- Mockingbird Canyon Southwest of City of River- side Bautista Creek __ San Jacinto River. Perris Valley Santiago Creek . Santiago Creek _ Santa Ana River from % mile above Yorba Bridge to the ocean Southeast of Tustin Southeast of City of Santa Ana South of City of Santa Ana South of City of Santa Ana Maj) refer- ence num- ber South of Garden Grove and through Westminster Northeast of Fullerton Dam Fullerton Creek . Fullerton Creek. Brea Creek _ Brea Creek . Coyote Creek. San Gabriel River near mouth Carbon Creek between Dowling St. and Placen- tia Ave. Coyote Creek from Stan- ton Ave. to La Palma Ave. Coyote Creek from Ocean Ave. to Cypress St. in La Habra 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Name of project Prenda Dam Woodcrest Dam... Harrison Dam Mockingbird Dam Arlington Channel Perris Valley Storm Drain Santiago Dam Sponsoring agency » Santiago Creek Channel Santa Ana River Channel East Tustin Channel Peters Canyon Channel - Santa Ana-Delhi Channel San Joaquin Flood Con- trol Dam Westminster Channel Loftus Diversion Channel Fullerton Flood Control Basin Fullerton Creek Channel Brea Dam Brea Creek Channel Coyote Creek Channel . San Gabriel River Chan- nel Improvement Carbon Creek Pilot Chan- nel Coyote Creek Channel . . Coyote Creek Channel. RCFC&WCD RCFC&WCD RCFC&WCD GCC RCFC&WCD RCFC&WCD RCFC&WCD RCFC&WCD S&CID and IC OCFCD OCFCD OCFCD OCFCD OCFCD OCFCD OCFCD Cof E OCFCD Cof E OCFCD LACFCD LACFCD OCFCD OCFCD OCFCD Description Type Capacity of reser- voir, in acre-feet Earthfill dam. Earthfill dam. Earthfill dam. Earthfill dam. Earth channel. Wire mesh fencing. Double levee Single levee Double levee Single levee Wire mesh fencing. Earth channel Earthfill dam Rock in cement mortar bank protection Earth levees Improved earth channel. Earth c hannel Improved earth channel. Earthfill dam Improved earth and con- crete channel Improved earth and con- crete channel Earthfill dam Rectangular reinforced concrete channel Improved earth channel. Earthfill dam Rectangular reinforced concrete channel Improved earth channel.. Improved earth channel with some pipe and wire bank protection Earth channel with as- phalt banks Earth channel Improved earth channel- Earth channel with con- crete drops 150 400 170 1,000 25,000 Length of levee, in miles 755 4,100 Length of dam crest, in feet 21 3.6 8.0 4.5 8.5 2.5 2.2 5.8 2.5 2.5 9 3.8 1.3 5 C of E Corps of Engineers, United States Army GCC Gage Canal Company LACKCD Los Angeles County Flood Control District OCFCIi Orange County Flood Control District RCFC&WCD Riverside County Flood Control and Water Conservation District SBCFCD San Bernardino County Flood Control District S&CID and IC Serrano and Carpenter Irrigation Districts, and Irvine Company 1,300 800 720 1,200 575 1,765 Remarks Crest about 40 feet above stream bed Crest about 40 feet above stream bed Crest about 45 feet above stream bed Water conservation dam, incidental flood control Water conservation res- ervoir with incidental flood control Protected with natural vegetation, single or double pipe and wire or rail pile and wire fence, or auto frames cabled to deadmen Crest height approxi- mately 25 feet above stream bed Crest height 47 feet above stream bed Crest height 87 feet above stream bed APPENDIX II TABLE 2 PROPOSED AND CONSIDERED FLOOD CONTROL WORKS IN SANTA ANA RIVER BASIN 203 Description Map refer- Location ence Name of project Sponsoring Status ( !apacitj Length Length num- agency » of reser- of of dam ber Type voir, in levee. crest, Remarks acre-feet in miles in feet San Timoteo Creek.. . _ 1 Little San Gorgo- nio Dam C of E Considered in de- tail but not rec- ommended Rolled earthfill dam 4,210 3,150 Crest height 69 feet above stream bed Wilson Creek 2 Wilson Basin No. 2 SBCFCD Partially com- Debris basin 200.000 (cubic pleted yards) Yucaipa Creek . . .. 3 Yucaipa Dam C of E Considered in de- tail but not rec- ommended Earthfill dam 6,750 1,770 Crest height 126 feet above stream bed Yucaipa ( 'reek _ _ _ 4 Liveoak Canyon . _ SBCFCD Future work Six sheet steel pil- ing check dams Located at about 0.5 mile inter- for stabilizing vals channel San Timoteo Creek _ 5 San Timoteo Creek Bank Protection SBCFCD Partially com- pleted Channel excava- tion and bank protection Improvement of existing bank protection Rubble concrete wall 2.3 1.6 0.1 Mill Creek Zanja and 6 Mission Project SBCFCD Future work Channel improve- 6 Part of project not Morey Arroyo ment described is a storm drain MM1 Creek Zanja 7 Zanja Conduit to SBCFCD Future work Concrete conduit 2.2 Santa Ana River with diversion weir Mill Creek _. . 8 Mill Creek Levees. C of E Recommended and authorized Single earthfill levees 2.4 One 0.3 mile and the other 2 . 1 by Congress miles, utilizing existing levee between Santa Ana River 9 South Bank Santa SBCFCD Partially com- Channel excava- 5 Ana River pleted tion and bank protection Santa Ana River, . 10 Redlands Levee C of E Considered in de- Single levee . . . 3.5 Along left side of tail but not rec- river ommended Santa Ana River. 11 San Bernardino Levee C of E Considered in de- tail but not rec- Single levee .. 2.9 Along right side of river ommended Reche Canyon southeast 12 Reche Canyon SBCFCD Future w r ork Debris basin. of Colton > Basin and Channel channel realign- ment, and bank protection Northeast of Riverside 13 Highgrove Channel RCFC&WCD Future work Unknown 0.5 Santa Ana River near 14 Riverside Levees.. Cof E Recommended and Single levee.. 2.6 On left side, up- Riverside authorized by Congress stream from U. S. Highway 60 On right side op- Single levee 2.0 posite West Riverside Plunge Creek.. 15 Plunge Creek Channel and SBCFCD Future work. Channel excava- tion and bank 1.0 Spreading protection Grounds Elder Gulch west of Plunge 16 Elder Gulch Pro- SBCFCD Future work Retarding basin 0.3 Creek ject and bank pro- tection Small Canyon near City 17 Small Canyon Re- SBCFCD Partially com- Retarding basin 0.25 Creek tarding Basin and Channel pleted and concrete- lined channel Citv Creek 18 City Creek Channel SBCFCD Future work Channel excava- tion with bank 1.0 protection, and check dams Sand Canyon Creek east of 19 Sand Creek Debris SBCFCD Partially com- Debris basin, and San Bernardino Basin and Channel pleted channel excava- tion with bank protection Warm Creek.. ._ 20 Warm Creek Pro- ject SBCFCD Partially com- pleted Channel improve- ment and bank 2.5 protection 204 SANTA ANA RIVER INVESTIGATION TABLE 2— Continued PROPOSED AND CONSIDERED FLOOD CONTROL WORKS IN SANTA ANA RIVER BASIN-Continued Description Map refer- Location ence Name of project Sponsoring Status Capacity Length Length num- agency • of reser- of of dam ber Type voir, in acre-feet levee, in miles crest, in feet Remarks Little Sand Canyon Creek 21 Little Sand Can- SBCFCD Partially com- Two retarding and east of San Bernardino yon Debris Basin and Channel pleted debris basins Channel excava- tion and bank protection Concrete conduit. . 0.6 0.6 Waterman Canyon 22 Waterman Canyon Project SBCFCD Partially com- pleted Spreading basins and miscellane- ous structures East Twin Creek 23 East Twin Creek SBCFCD Partially com- Spreading basin Spreading pleted Ground Badger Hill and Shandin 24 North San Bernar- SBCFCD Futuie work - _ Series of conduits Hill Area northwest of dino Project and debris San Bernardino basins East Twin and Warm 25 Devil, East Twin C of E Recommended and Revetting of levees 3.6 Creeks and Warm Creeks Improve- ments authorized Concrete channel. _ 4.2 Cable Canvon Creek . . . 26 Cable Canyon Pro- ject SBCFCD Partially com- pleted Spreading ground Devil Canyon Creek 27 Devil, East Twin and Warm Creeks Improve- ments C of E Recommended and authorized Intercepting stone- faced levee Concrete channel-. 1.2 1.9 Includes channel intake structure and silting basin Lvtle Creek 28 Lytle Creek Levee _ C of E Considered in de- tail but not rec- Single levee 1.2 Right side of Lytle Creek near ommended mouth of Cajon Creek East Branch of Lytle Creek 29 Lytle Creek East Channel Project SBCFCD Partially com- pleted Channel excava- tion with bank protection 3 San Sevaine and East Eti- 30 San Sevaine and SBCFCD Partially com- Spreading ground wanda Creeks East Etiwanda Creek Project pleted Channel excava- tion and bank protection 7.0 Northwest of City of River- side 31 Jurupa Drain RCFC&WCD Future work __ Unknown 5 Northwest of City of River- side 32 San Sevaine Storm RCFC&WCD Future work L^nknown 4.5 Drain Northwest of City of River- 33 Mira Loma Storm RCFC&WCD Future work. LInknown 4.0 side Drain Day Creek 34 Day Creek Project- SBCFCD Partially com- Spreading ground pleted with revetted marginal em- bankment Bank protection for existing channel 8.0 Deer Creek 35 Deer Creek north of Santa Fe Rail- SBCFCD Partially com- pleted Spreading ground with protected road and Deer marginal em- Creek south of bankment Santa Fe Rail- Channel excava- 5.0 road tion and bank protection Deer Creek and Day Creek 36 Deer and Day Creeks Levees and Channel C of E Considered in de- tail but not rec- ommended Two collecting lev- ees Concrete channel. _ 4.9 10.6 Includes channel intake structure Northwest of City of River- side 37 Wineville Storm RCFC&WCD Future work Unknown 6.0 Drain Cucamonga Creek 38 Upper Cucamonga Spreading Grounds and Lower Cuca- monga Project SBCFCD Partially com- pleted Spreading ground Bank protection Desilting basins Reception ditch Channel excava- tion and bank protection Rubble concrete conduit 7 0.4 Cucamonga Creek 39 Cucamonga Creek Levee and Chan- nel C of E Not recommended. Considered in de- tail Collecting levee Concrete channel. _ 1.6 11.7 Mouth of San Antonio 40 San Antonio Creek C of E Partially com- Earthfill dam 9,110 3,850 Crest height 160 Canyon Dam pleted feet above stream bed APPENDIX H TABLE 2-Continued PROPOSED AND CONSIDERED FLOOD CONTROL WORKS IN SANTA ANA RIVER BASIN-Continued 205 Description Map refer- Location ence Name of project Sponsoring Status Capacity Length Length num- agency » of reser- of of dam ber Type voir, in acre-feet levee, in miles crest, in feet Remarks San Antonio and Cliino 41 San Antonio Creek Cof E Design completed Concrete channel- . 10.5 Extends to Chino Creek Dam and San Antonio and Chino Creeks Channel Im- provement and project au- thorized by Congress Unpaved and paved trapezoid- al channel 5.2 Cieek Thompson Creek 42 Thompson Creek C of E Recommended and Rectangular con- 6.2 Channel Im- authorized by crete channel provement Congress Liveoak Wash and Emer- 43 Emerald Wash and C of E Recommended arid Rectangular con- 5.4 ald Wash Liveoak Wash Channel Im- provement authorized by Congress, par- tially complete crete channel Marshall Creek 44 Marshall Creek Channel C of E Recommended and authorized by Concrete channel- . 2.9 Approximately 0.6 mile in Santa Congress, plans Ana River Basin not prepared Southeast of Riverside 45 University Dam RCFC&WCD Future work Earthfill 375 1,700 Crest height about 40 feet above stream bed Box Springs Canyon 46 Box Springs Can- yon Dam RCFC&WCD Future work Earthfill . 470 400 Crest height about 50 feet above stream bed Alessandro Canyon 46 Alessandro Can- RCFC&WCD Future work Earthfill 430 380 Crest height about yon Dam 65 feet above stream bed Near Arlington 48 49 Arlington Channel Temescal Creek Dam RCFC&WCD RCFC&WCD Future work Future work Earth channel 1.25 Temescal Creek Plans indefinite Corona 50 Temescal Creek Levee Cof E Considered in de- tail but not rec- Single levee, dumped-stone 0.6 . ommended design Bautista Creek 51 Bautista Creek Levee C of E Recommended and authorized by Single levee . Single levee .. .. 3.0 0.4 On left side On right side — ex- Congress tending up stream from State Highway 74 (Jn left side down- San Jacinto River 52 San Jacinto River C of E Recommended and Single levee.. 3.9 Levees authorized by Congress stream from a point near mouth of Bautista Creek Pigeon Pass Valley at 53 RCFC&WCD Future work Flood control dam. north end of Perris Plans uncertain Valley Pigeon Pass Valley at 54 RCFC&WCD Future work Flood control dam. north end of Perris P'ans uncertain Valley San Jacinto River 55 San Jacinto River Flood Control and Water Con- servation Pro- ject RCFC&WCD Future work Levee reconstruc- tion Levee construction Channel excava- tion Bank protection 2.1 2.8 7.0 3.4 Salt Creek 56 Salt Creek Flood Control and RCFC&WCD Future work Channel improve- ment and retard- Plans indefinite Water Conserva- ing dams tion Project Carbon Canyon. - 57 Carbon Canyon Dam C of E & OCFCD Recommended and authorized by Earthfill dam 7,000 1,600 Crest height about 90 feet above Congress stream bed. Pro- ject includes 2 saddle dikes totaling 1,250 feet in length Santiago Creek Channel .. 58 Villa Park Dam... OCFCD Future work _ . Earthfill dam 16,000 From the Ocean to Placen- 59 Santa Ana. River OCFCD Future work Portions rock, 20.2 tia-Yorba Road Channel stone and con- crete. Remain- der improved earth channel with protection works in vulner- able sections From Santa Ana River 60 Olive-Orange OCFCD ( 'hi rent Budget Earth and con- 1.7 Channel to Collins Ave. Channel, Bitter- bush Unit item ■ ute channel 206 SANTA ANA RIVER INVESTIGATION TABLE 2— Continued PROPOSED AND CONSIDERED FLOOD CONTROL WORKS IN SANTA ANA RIVER BASIN-Continued Description Map refer- Location ence Name of project Sponsoring Status Capacity Length Length num- agency » of reser- of of dam ber Type voir, in levee. crest, Remarks acre-feet in miles in feet From Bolsa Chica Channel 61 Anaheim- Barber OCFCD Future work Earth channel 8.7 to Ball Rd. City Channel From the Ocean to Cer- 62 Bolsa Chica OCFCD Future work Earth channel 7.7 ritos Ave. Channel Moody Creek from Coyote 63 Moody Creek OCFCD Future work Earth channel 1.7 Improvement of Creek to Walker St. Channel existing natural watercourse From San Gabriel River 64 Los Alamitos OCFCD Future work Earth channel 4.9 Retarding basin to Cerritos Ave. Channel and pumping plant at lower end Coyote Creek from La 65 Coyote Creek OCFCD Future work Earth channel 7.8 Improvement of Palma Ave. to Imperial Channel existing earth Hwy. channel Brea Creek from Brea 66 Brea Creek OCFCD Future work. _ Earth channel 2.7 Improvement of Dam to Pomona Road Channel existing earth and from Basque Ave. channel to Coyote Creek Fullerton Creek from Ful- 67 Fullerton Creek OCFCD Future work . Concrete and eai th 10.6 Improvement cf lerton Dam to Coyote Channel channel existing earth Creek channel Brea Canyon above Brea 68 Brea Canyon OCFCD Future work. . Earth channel .. 2.5 Improvement of Dam Channel existing natural watercourse Above Fullerton Dam 69 East Brea Channel OCFCD Future work Earth channel 1.5 Improvement of existing natural watercourse Carbon Creek from Orange- 70 Carbon Creek OCFCD Future work. _. Earth channel and 13.6 Improvement of thorpe Ave. to Coyote Channel reinforced con- existing natural Creek crete conduit watercourse From Bolsa Chica Channel 71 Westminster OCFCD Future work _ _ Earth channel -- . 8.0 Improvement, ex- to Trask Ave. Channel tension, and re- alignment of existing channel From the Ocean to Cer- 72 East Garden OCFCD Future work Earth channel... . 13.9 ritos Ave. Grove- Wi nters- burg Channel From East Garden Grove- 73 Ocean View OCFCD Future work . Earth channel- 1.5 Wintersburg Channel to Channel Cannery St. From Talbert Channel 74 Huntington Beach OCFCD Future work Earth channel 1.3 toward Huntington Channel Beach Blvd. From Santa Ana River 75 Talbert Channel . . OCFCD Future work Earth channel . . 5.8 Channel to Slater Ave. From the Ocean to Delhi 76 Greenville-Ban- OCFCD Future work Earth channel. .. 7.8 Improvement and Road ning Channel extension of Talbert Drain- age District ditch From Greenville-Banning 77 Fairview Channel „ OCFCD Future work Earth channel 1.4 Channel to Adams Ave. From Carbon Canyon 78 Carbon Creek Di- OCFCD Future work Earth channel 5.4 Dam to the S. A. River version Channel From Carbon Creek Diver- 79 Atwood Channel __ OCFCD Future work Earth channel 2.5 sion Channel to 1900 feet east of Taylor St. From Atwood Channel to 80 Richfield Channel OCFCD Future work Earth channel 2.3 Valley View Ave. From Carbon Creek Diver- 81 Jefferson- Walnut OCFCD Future work Earth channel 1.2 sion Channel to Jeffer- Channel son St. From Santa Ana River 82 Olive-Orange OCFCD Future work. _ Earth channel 2.5 Channel to Shaffer St. Channel, Collins Diversion From Santa Ana River 83 Santiago Creek OCFCD Future work Earth channel 9.1 Improvement of Channel to Villa Park Channel existing earth Dam channel From Newport Bay to 84 Santa Ana-Delhi OCFCD Future work Earth channel 5.3 Improvement of Delhi Road Channel existing earth From Santa Ana-Delhi 85 Santa Ana Gardens OCFCD Future work Earth channel 3.2 channel Channel to Edinger St. Channel From Santa Ana-Delhi 86 Paularino Channel. OCFCD Future work Earth channel .. 2.0 Channel to Harbor Blvd. From Newport Bay to 87 San Diego Creek OCFCD Future work _ Earth channel 8.6 Improvement of Laguna Road Channel existing earth channel APPENDIX II 207 TABLE 2— Continued PROPOSED AND CONSIDERED FLOOD CONTROL WORKS IN SANTA ANA RIVER BASIN-Continued Description Map refer- Location ence Name of project Sponsoring Status Capacity Length Length num- agency » of reser- of of dam ber Type voir, in levee, crest, Remarks acre-feet in miles in feet From San Diego Creek 88 Peters Canyon OCFCD Future work Earth channel 3.7 Improvement of Channel to Hwy. 101 Channel existing earth channel From Peters Canyon Chan- 89 El Modena-Irvine OCFCD Future work Earth channel ._ 5.6 Realignment and nel to Jordan Ave. Channel improvement of East Tustin Channel From San Diego Creek 90 Lane Road OCFCD Future work. . Earth channel _ _ 2.4 Channel to Newport. Ave. From San Diego Creek Channel 91 Barranca Road OCFCD Future work _ . Earth channel 2.6 Channel to Newport Channel Ave. From El Modena-Irvine 92 Santa Ana-Santa OCFCD Future work __ Earth channeL __ 3.4 Channel to McClay St. Fe Channel From Santa Ana-Santa Fe 93 Southwest Tustin OCFCD Future work _ . Earth channel _ . . 0.8 Channel to Sixth St. Channel From El Modena-Irvine 94 North Tustin OCFCD Future work_ . Earth channel 2.0 Channel to Yorba St. Channel From El Modena-Irvine 95 Red Hill Channel OCFCD Future work _ Earth channeL 0.9 Channel to La Colina Road From Peters Canyon Chan- 96 Irvine-Peters OCFCD Future work Earth channel . _ - 3.2 nel to Centra] Ave. Channel a C of E I'nited States Army, Corps of Engineers OCFCD Orange County Flood Control District RCFC&WCD Riverside County Flood Control and Water Conservation District SBCFCD San Bernardino County Flood Control District printed in < \i iiornia state trintinc of r ice ?4i2 in-".: DEPARTMENT OF WATER RESOURCES 1957 UNITS AND SUBUNITS OF SANTA ANA RIVER BASIN UPPER SANTA ANA UNIT 1 SAN TIMOTEO SU6UNIT 2 BUNKER HILL SUBUNIT 3 CHINO SUBUNIT 4 RIVERSIDE SUBUNIT SAN JACINTO UNIT ELSINORE UNIT LOWER SANTA ANA UNIT LEGEND le — LINES OF EQUAL PRECIPITATION IN INCHES 2 * PRECIPITATION STATION 1866 to- STREAM GAGING STATION ^ ^— BOUNDARY OF INVESTIGATED AREA - - — BOUNDARY OF UNIT • •••• BOUNDARY OF SUBUNIT — - ■ — BOUNDARY OF WATERBEARING SEDIMENTS STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA RIVER INVESTIGATION LINES OF EQUAL MEAN SEASONAL PRECIPITATION DEPARTMENT OF WATER RESOURCES 1957 ACCUMULATED DEPARTURE FROM MEAN SEASONAL PRECIPITATION AT SAN BERNARDINO ACCUMULATED DEPARTURE FROM MEAN SEASONAL PRECIPITATION AT ANAHEIM ACCUMULATED DEPARTURE FROM MEAN SEASONAL PRECIPITATION AT SAN JACINTO DEPARTMENT OF WATE PRECIPITATION CHARACTERISTICS AT SELECTED STATIONS 53 YEAR MEAN SEASONAL NATURAL RUNOFF 70,600 ACRE-FEET —\ ill < O Q 2 «1 3 o z t MEANS. 1 T T. S I ± , 1 . 1 i ■■ iiiniiiiiiimiiiiniiim ■miinnnim iimmii ii ii i in i! n n n i nn o oi 5 O - - <\j • g i g | | = ESTIMATED NATURAL RUNOFF OF SANTA _n o *n o r "i " "" o-- . _ _. ±_ _ r Vr s f Z >L. T V \ \ i ___ _ _:__ v 4- . ' ?i ° . ~~ T~ - - - v r gi ::::::::_ : T"-% u gj _____ ±_ Art/ M r t A _ _ 4 u ___ _ _ \ So \ j L _ _ __\ _ _ $< . - i_- .. ' r 3 2 j i' v V 5 1 " i :: jt:: :: : : ' _i\ j ° " 00 It I < 1 \ J_ _Jl 1 _. A h -t 4- - - - L V--, -300' X--.-_ -- - - - I . t T \ " " __ „__t.__T _*_ _ _ _ 1 ? ? 1 ? ? 2 o £ * m * S 5 » 5 5 -£, a> a; O) ACCUMULATED DEPARTURE NATURAL RUNOFF OF SANTA >n o in o ui o >n nj m n ^ ^ ji rf) *j oi ^r * ^ r\i rj n n T ^ rf> FROM MEAN SEASONAL ANA RIVER NEAR MENTONE RUNOFF CHARACTERISTICS DEPARTMENT OF WATER RESOURCES 1957 UNITS AND SUBUNITS OF SANTA ANA RIVER BASIN UPPER SANTA ANA UNIT AN TIMOTEO SUBUNIT 2 BUNKER HILL SUBUNIT 3 CHINO SUBUNIT 4 RlVERSlOE SUBUNIT SAN JACINTO UNIT ELSINORE UNIT LOWER SANTA ANA UNIT 1 SANTA ANA FOREBAY 2 SANTA ANA PRESSURE AREA LEGEND EY MEASUREMENT WELL — 30 — LINES OF EQUAL DEPTH IN FEET ^"" "■» BOUNDARY OF INVESTIGATED AREA — «•— BOUNDARY OF UNIT ••••••• BOUNDARY OF SUBUNIT BOUNOARY OF WATERBEARING SEDIMENTS STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA RIVER INVESTIGATION LINES OF EQUAL DEPTH TO GROUND WATER FALL OF 1951 SCALE OF MILES DEPARTMENT OF WATER RESOURCES 1957 UNITS AND SUBUNITS OF SANTA ANA RIVER BASIN JPPER SANTA ANA UNIT ■» RIVERSIDE SUBUNIT SAN JACINTO UNIT ELSINORE UNIT LOWER SANTA ANA UNIT 1 SANTA ANA FOREBAY 2 SANTA ANA PRESSURE AREA LEGEND ~ 3 °~ LINES OF EQUAL ELEVATION IN FEET ■- "■ — ' BOUNDARY OF INVESTIGATED AREA — -^ BOUNDARY OF UNIT ....... BOUNDARY OF SUBUNIT ^ ' ' BOUNDARY OF WATERBEARING SEDIMENTS STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF GROUND WATER FALL OF 1951 DEPARTMENT OF WATER RESOURCES 1957 I - | 1 \ i 1 1 -- WELL 5S/3W-22A % :^V ^ilv " tL " -'fV- 7 V ' if ,» | WELL 4S/4W-IA 1 ' 5URFAM ELEV 1503 FT """"""i -■--*«, r^ ' v '^M- N °V\ •^'^l-V-!.. \ "tor it" WELL 4S/2W-7A * "^ """ K„ C UV v d v — -^-- - \J \- A- — *!__JuA ]___ _, __| tf L___ VI _ v ; i ,rtA\U, 1i ::::::::::::: — -^-- ^""N> -i- -\ \ -lu N i~~ ::j:::^*|:[ -j^jKHfc-::::::::^ |J\ — i — — "»»»« Si!?m« tt H _ H _ H~i _ "* i " ~tmtc " t » "wiVr I h < SAN JACINTO UNIT ELSINORE UNIT LOWER SANTA ANA UNIT i ■ '"""« etIV '""-7 7 ', tk Q^ v ^-_^\-^ rH 4- LLl 'I lX A » -v— T p __„5 3\l pu W\iV---- i ^ t> ?\ :VP- V*— - 1-*— -- V- . — ... ---v -m— V- --i^-i V ■ :?' "' WELLE- 09 V V 1030 1 1 1 1 1 L^,_ | 1 1 1 1 1 | 1 1 1 1 WELL 6S/4W-22M2 -i- WELL*6S/4W-22M3 UPPER SANTA ANA UNIT II " "T~ I \h \h]v M*\ "\™\ vVV lyiW , W ; ■Mnac&c'Kin , \ ~^T '\ _V -N. y^"\ ' r~ t ~^^w r j t ,v^ *t-' * *' -' // / r- u ] - — — ' S <*> .-'' / 2 S 7 j >^ , ^ I i J * - — - -- J^ T-^ /'' '" ^ "" d d S """I s s == L , — = : ■■■— — =-- — ~ — ..„ ^ s S£ «-K =U- •— — S= — ^ DISTANCE FROM OCEAN ON WELL LINE IN MILES GROUND WATER SURFACE PROFILES ALONG TALBERT WATER-BEARING ZONE IN LOWER SANTA ANA UNIT I RESOURCES 1957 ER 01STR1CT STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES SANTA ANA RIVER INVESTIGATION MAJOR EXISTING AND POTENTIAL WATER SUPPLY DEVELOPMENTS DEPARTMENT OP WATER RE-SOURCES 1957 PLATE 12-A DEPARTMENT OF WATER HESOURCES 1957 PLATE 12-B ) u p fi R _?' A N *£ "ana,- -err LOWER \/' .,,(,., i . < \, / 1 12-0 SA-N.TA ANA VflSINORE UNIT ELSINORE UNI" NDEX TO PLATES ^ SAN JACINTO J 12-C \ UNIT \ LEGEND IRRIGATED LANDS IRRIGABLE AND HABITABLE LANDS URBAN AREAS BOUNDARY OF INVESTIGATED AREA BOUNDARY OF UNIT BOUNDARY OF SUBUNIT < ^ k I STATE OF CALIFORNIA *"* DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING PRESENT AND PROBABLE ULTIMATE LAND USE IN CHINO AND RIVERSIDE SUBUNITS OF UPPER SANTA ANA UNIT AND IN ELSINORE UNIT \ r-\. J> upper_s4n'ta ana,- >ft. Ufl'lT ^/iiowER XT' i?-p ,(;.,,., ^ v sWIa^ANA \ (, SAN JACINTO IS .. UNIT \ \J ^ELSINORE UNIT INDEX TO PLATES LEGEND IRRIGATED LANDS IRRIGABLE AND HABITABLE LANDS URBAN AREAS \RY OF INVESTIGATED AREA STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA RIVER INVESTIGATION PRESENT AND PROBABLE ULTIMATE LAND USE IN SAN JACINTO UNIT DEPARTMENT OF WATER RESOURCES 1957 DEPARTMENT OF WATEFf RESOURCES 1957 UNITS AND SUBUNITS OF SANTA ANA RIVER BASIN UPPER SANTA ANA UNIT 1 SAN TIMOTEO SUBUNIT 2 BUNKER HI LL SUBUNI T 3 CHINO SU8UN1T 4 RIVERSIDE SUBUNIT SAN JACINTO UNIT ELSINORE UNIT LOWER SANTA ANA UNIT 1 SANTA ANA FOREBAY 2 SANTA ANA PRESSURE AREA (£5 PROJECT REFERENCE NUMBER FLOOD CONTROL DAM AREA FLOODED IN 1938 BOUNDARY OF INVESTIGATED AREA BOUNDARY OF UNIT BOUNDARY OF SUBUNIT BOUNDARY OF WATERBEARING SEOIMENTS STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DIVISION OF RESOURCES PLANNING SANTA ANA RIVER INVESTIGATION EXISTING AND PROPOSED FLOOD CONTROL DEPARTMENT OF WATER RESOURCES 1957 RETURN TO the circulation desk of any University of California Library or to the NORTHERN REGIONAL LIBRARY FACILITY Bldg. 400, Richmond Field Station University of California Richmond, CA 94804-4698 ALL BOOKS MAY BE RECALLED AFTER 7 DAYS 2-month loans may be renewed by calling (415)642-6233 1-year loans may be recharged by bringing books to NRLF Renewals and recharges may be made 4 days prior to due date DUE AS STAMPED BELOW DUE NRLF DEC 3 1986 30581U California. Dept. of Water Resources, Divi- ! _J -o »» Call Number: TD201 C2 no.l£ Tt C PHYSICAL SCIENCES LIBRARY 305814 * 3 1175 00457 5091 \