5r Santa Margarita River Watershed and Vicinity STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES GOODWIN J. KNIGHT, Governor FRANK B. DURKEE, Director of Public Works HARVEY 0. BANKS, State Engineer Bulletin No. 57 SANTA MARGARITA RIVER INVESTIGATION Volume I TEXT AND PLATES June, 1956 LIBRARY UNIVERSITY OF CAUFORNIA DAVIS TABLE OF CONTENTS Page LET1ER OF TRA'JSMITTAL xiii ACKNOWIEDGMENT xv ORGANIZATION, STATE DEPARTMENT OF PUBLIC WOMS, DIVISION OF WATER RESOURCES xvi CHAPTER I. INTRODUCTION Authorization for Investigation 1 Related Investigations and Reports 2 Scope of Investigation and Report 7 Area under Investigation • 9 Topography 10 Climate • 11 Geology 13 Soils lU Historical and Present Development l5 Hydrographic Units 22 Numbering System 23 CHAPTER II. WATER SUPPLY Precipitation 26 Precipitation Stations and Records 26 Mean Seasonal Precipitation 35 Regimen of Precipitation UO Runoff hk Stream Gaging Stations and Records U5 Runoff Characteristics U8 -X- Page Runoff (cont'd) Flood Flows and Frequencies 50 Quantity of Runoff 52 Imports and Exports 56 Imports 56 Exports 59 Underground Hydrology 62 Geologic Investigation ...... 66 Well Drilling Methods 68 Ground Water Basins 68 Anza Basin 73 Murrieta Basin 7^1 Pauba Basin 75 Santa Margarita Coastal Basin 78 Quality of Water , . 82 Water Quality Criteria 83 Quality of Surface Waters . 87 Quality of Ground Waters ....... 91 Quality of Spring Waters . « . . . . 95 Water Quality Problans . 101 Salt Water Intrusion - Santa Margarita Coastal Basin . . 102 Murrieta Chrome Waste Discharge lOi; High Nitrate Concentrations 105 Sodiimi Type Waters 105 -11- Page CHAPTER III. WATER UTILIZATION AND REQUIREMENTS Present Water Supply Development 108 Water Service Agencies. • 108 Ground Water Extractions . 109 Surface Diversions and Storage 115 Land Use, . 137 Past and Present Patterns of Land Use 137 Probable Ultimate Pattern of Land Use llil Land Classification . Ii4l Land Use lU8 Unit Use of Water 1^2 Unit Values of Consumptive Use 1^2 Factors of Water Demand . . . . . . l62 Monthly Distribution of Demand for Water I63 Irrigation Efficiency l6ii Irrecoverable Losses l65 Permissible Deficiencies in Application of Water l65 Water Requirements. I66 Present Water Requirement I67 Probable Ultimate Water Requirement .... I69 Requirements of a Nonconsimiptive Nature 171 Recreational Use 171 Flood Control 172 Salinity Continl. 173 Supplemental Water Requirement 17U Present Net Draft 175 Present Supplemental Water Requirement 178 Probable Ultimate Supplanental Water Requirement 178 -iii- Pagg CHAPTER IV. LEGAL CONSIDERATIONS Litigation ♦ I8l Water Rights . , 181; CHAP1ER V. PLANS FOR WATER DEVELOPMENT Plans for Local Conservation Development . 19i; Direct Diversion of Surface Streams 195 Further Development of Ground Water Storage 196 Hydrographic Unit 1 ........ 198 Hydrographic Units 2 and 3 • 199 Hydrographic Unit h ♦ • 199 Hydrographic Unit 5 » • • 200 Hydrographic Unit 6 200 Other Means of Increasing Ground Water Supplies ....... 202 Surface Storage Projects o , 20^ Fallbrook Lippincott Dam and Reservoir 209 Fallbrook Border Dam and ^servoir 218 De Luz Dam and Reservoir . 226 Upper De Luz Dam and Reservoir. 235 Other Dam and Reservoir Sites 2I4I Comparison of Reservoir Projects 2^3 Importation of Water 252 Plans for Importation from Colorado River 252 The California Water Plan . 256 -IV- Page CHAPTER VI. SUmiilRYj CONCLUSIONS, AND RECOMMENDATIONS Summary .,..^...,»..o<...o 261 Conclusions ..,.<,..»...... ...» •«••••>«• » 269 Recommendations ..00.0...0 ... c... .. . • 272 TABLES Table No. 1 Census Data. <,......»..<..o.....<>.e 21 2 Areas of Hydro graphic Units .... ..o ..... . 22 3 Mean, Maximum, and Minimum Seasonal Precipitation at Stations Within and Adjacent to the Santa Margarita River Watershed . 27 k Seasonal Precipitation and Indices of Wetness at Key Stations ... .............. « 36 5 Estimated Mean Seasonal Depth and Total Quantity of Precipitation in Santa Margarita River Watershed . . 39 6 Recorded Seasonal Precipitation and Indices of Wetness at Pauba Ranch - Station C « Ill 7 Mean Monthly Distribution of Precipitation at Pauba Ranch - Station C. ........ U3 8 Stream Gaging Stations in Santa Margarita River Watershed . , hi 9 Average Monthly Distribution of Recorded Runoff of Santa Margarita River near Fallbrook k9 10 Maximum Recorded Discharges for Streams in the Santa Margarita River Watershed 5l 11 Maximum, Minimum, and Mean Seasonal Natural Runoff by Hydrographic Units Within the Santa Margarita River Watershed., . . . Sh 12 Mean Seasonal Precipitation and Runoff in Santa Margarita River Watershed 55 13 Estimated Imports and Exports, Santa Margarita Jliver Watershed 58 -V- TABIES (cont'd) Ikble No. Page Ik Sewage Treatment Plant Discharges and Their Disposition 6l 15 Ground Ifl/ater Basin Data 70 16 Santa Margarita Coastal Basin Water Well Yields . . 8I 17 Typical Mineral Analyses of Surface Waters .... 89 18 Typical Mineral Analyses of Ground Waters 92 19 Tincal Mineral Analyses of Spring Waters 96 20 Summary of Mineral Analyses of Surface Waters. ... 97 21 Summary of Mineral Analyses of Ground Waters .... 99 22 Ground Water Extractions by Vail Company Ill 23 Gix)und Water Extractions by United States Navy, Camp Pendleton ,,,... o ... , 113 2i| Descriptions of Surface Diversions , II6 25 Estimated Annual Surface Diversions ... . . ... 128 26 Consumptive Use by Former Swamp Land at Vail Reservoir. .......... ..,,..... . 133 27 Areas and Capacities of Vail Reservoir ....... I3U 28 Seasonal Surface Diversions by Water Service Organizations , 13^ 29 Developed Water Supply of Santa Margarita River Watershed in 1953 o . . . . 137 30 1952 and 19 $3 Land Use in Hydrographic Units of Santa Margarita River Watershed ......... 139 31 Past and Present Areas of Irrigated Land in Hydrographic Units of Santa Margarita River Watershed ll;0 32 Irrigable Land Classification Standards Iii3 33 Classification of Lands by Hydrographic Units and Counties of Santa Margarita River Watershed . . . Iii7 3U Probable Ultimate Pattern of Land Use in Hydrographic Units and Counties of Sf.nta Margarita River Watershed ...,,,,-.., , . . 1^0 -vi~ TABLES (cont'd) Table No. Page 35 Estimated Unit Values of Mean Seasonal Consumptive Use of Water on Irrigated Lands in Santa Margartia River Watershed 158 36 Estimated Unit Values of Consumptive Use of Water on Irrigated Lands during Drought Period, 19kh-hS through 195D-51, in Santa Margarita River Water- shed 159 37 Estimated Average Monthly Distribution of Seasonal Military and Agricultural Demand for Water . . • I63 38 Present Mean Seasonal Water Requirement of Santa Margarita River Watershed I68 39 Probable Ultimate Mean Seasonal Water Reqioirement of Santa Margarita River Watershed 170 I4.O Present Net Draft on the Water Supply in Santa Margarita River Watershed 176 liJ. Probable Ultimate Supplemental Water Requirement of Santa Margarita River Watershed I80 14.2 Areas and Capacities of Fallbrook Lippincott Reservoir 212 1x2 Estimated Net Safe Seasonal Yield of Fallbrook Lippincott Reservoir 213 J|)| General Features of Two Sizes of Dam and Reservoir at the Fallbrook Lippincott Site on Santa Margarita River 217 i;5 Areas and Capacities of Fallbrook Border Reservoir 220 k.6 Estimated Net Safe Seasonal Yield of Fallbrook Border Reservoir 221 I1.7 General Features of Three Sizes of Dam and Reservoir at the Fallbrook Border Site on Santa Margarita River 225 I48 Areas and Capacities of De Luz Reservoir 228 [49 Estimated Net Safe Seasonal Yield of De Luz Reservoir <. 230 50 General Features of Four Sizes of Dam and Reservoir at the De Luz Dam Site on Santa Margarita River. 23^4- -vii- TABLES (cont'd) Table No. Page ^1 Areas and Capacities of Upper De Luz Reservoir . . . 236 ^2 General Features of Dam and Reservoir at the Upper De Luz Site on De Luz Creek , 2iiO ^3 Summary of Dam and Reservoir Data 2iiU 5U Summary of Combination Dam and Reservoir Stixiies . . 2^0 $S Summary of Annual Costs of Water Delivered to Fallbrook and Camp Pendleton 2^1 ILLUSTRATIONS Santa Margarita River Watershed and Vicinity Frontis- piece Fallbrook and Naval Ammunition Depot . 16 Santa Margarita Rancho Home of Pio Pico, Now Residence of Commanding General of Camp Pendleton . , , 16 Santa Margarita River at Ysidora Gaging Station April 19Sh . 1^8 Flood of February, 1927 U8 Sant^ Margarita River at Highway 101, Flood of February, 1927 . . 50 femecula Creek at Highway 395, Febrimry l8, 1927 50 Vail Dam o . . . 108 Santa Margarita River at De Luz Road Ford » 108 Vail Company Diversion T8S/R1W-10D , , 13ii Fallbrook Public Utility District Diversion T9S/R3W-7D1 13i; Avocados in Fallbrook Area . , 138 Fallbrook Area I38 Northeast of Murrieta lij.2 Northern Watershed Boundary at Highway 395 Ilt2 -Vila- ILLUSTRATIONS (cont'd) Page Palomar Observatory ... .,o ...... 168 Oceanside ........... l68 Coahuila Valley 198 Los Alamos Valley 198 PLATES (Plates 1 through 30 at end of Volume I) Plate No . 1 Location of Santa Margarita River Watershed 2A Physiography, Coastal Area 2B Physiography, Inland Area 3 Lines of Equal Mean Seasonal Precipitation h Composite Accumulated Departure from Mean Seasonal Precipitation at Key Stations 5 Recorded and Estimated Seasonal Precipitation at Selected Stations 6 Hydro graphic Map 7 Accumulated Departure from Mean Seasonal Natural Runoff of Santa Margari ta River at Ysidora 8 Estimated Seasonal Natural Runoff of Santa Margarita River at Ysidora 9A Location of Wells, Coastal Area 9B Location of Wells, Inland Area IQA. Lines of Equal Elevation of Ground Water, Coastal Area, Spilng 1927 lOB Lines of Equal Elevation of Ground Water, Inland Area, Spring 1927 llA Lines of Equal Elevation of Ground Water, Coastal Area, Fall 1953 -XX- PLATES (cont'd) Plate No, IIB Lines of Equal Elevation of Ground Water, Inland Area, ^ Fall 1953 12 Fluctuation of Water Levels at Selected Wells 13A Areal Geology, Coastal Area 13B Areal Geology^ Inland Area lli Geologic Sections^ A-A', B-B' , C-G' 1$ Geologic Sections; D-D', E-E', F-F' 16 Geologic Sections; G-G"^ H-H' , J-J ' 17 Geologic Sections; K-K', L-L' 18 Relationship between Ground Water Storage Capacity and Depth to Ground Water in Santa Margarita Coastal Basin 19 Relationship between Discharge of Santa Margarita River and Percolation in Santa Margarita Coastal Basin 20 Profiles of Historical Ground Water Levels, Santa Margarita Coastal Basin 21A Location of Diversions, and Irrigated and Irrigable Lands, Coastal Area 2IB Location of Diversions, and Irrigated and Irrigable Lands, Inland Area 22 Soil Moisture Depletion and Accretion 23 Occurrence and Disposition of Mean Seasonal Runoff in Santa Margarita River under Present Conditions of Development, 1953 2i4. Storage Development Curve for Santa Margarita River at Ysidora 2$ Existing and Potential Water Supply Developments 26 Fallbrook, Lippincott Dam on Santa Margarita River 27 De Luz Dam on Santa Margarita River 28 Relationship between Reservoir Storage Capacity and Capital Cost 29 Relationship between Reservoir Storage Capacity and Net Safe Seasonal Yield -X- PLATES (cont'd) Plate No. 30 Relationship between Net Safe Seasonal Yield of Reservoirs and Annual Unit Cost VOm^E II. TABLE OF CONTENTS APPENDIXES Page A. Legislative Act Authorizing Investigation .... A - 1 B. Geology B-1 C. "Consumptive Use of Water in the Santa Margarita River Basin^ California", by Agricultural Research Service, United States Department of Agriculture, December, 19$i| C-1 D. Precipitation Records „...= D-1 E. ■ Records of Stream and Spring Discharge Not Previously Published «... = E-1 F. Water Well Data »..,c F-1 G. Records of Depths to Ground Water at Wells In and Adjacent to Santa Margarita Mver Watershed .... G - 1 H, Records of Mineral Analyses H-1 I. Reservoir Yield Studies I-l J. Estimates of Cost J-1 K. Applications to Appropriate Water K-1 -XI- GOODWIN J. KNIGHT — . . GOVERNOR OF CALIFORNIA caAKitr a ni IDtrcc- ■VEY O. BANKS. State E.jgineeb FRANK B. DURKEE CHIEF OF DIVISION DlRBCTOH STATE OF CALIFORNIA Bepartment of ipublic ^orks SACRAMENTO ADDRESS REPLY TO IIISION OF WATER RESOURCES P. O. BOX 1078 Sacramento 5 public works buildino 1120 N STREET June 29, 19^6 Mr, Frank B. Durkee Director of Public Works Public Works Building Sacramento, California Dear Mr. Durkee: There is transmitted herewith Bulletin No, 57 of the Division of Water Resources, Department of Public Works, entitled "Santa Margarita River Investigation", Item 262,5 of Chapter 3, Statutes of 1952 (Budget Act of 1952), appropriated to the Division of Water Resources, Department of Public Works, the sum of $l50,000 "For surveys and investigations of the water resources of the Santa Margarita Watershed including but not limited to hydrograjiiy, hydroeconomics, the use and distribution of water for agricultural and other beneficial purposes, including con- sideration of both surface and underground water conditions, and the availability of natural situations for reservoirs or reservoir systems for gathering and distributing flood or other waters ..." Item 2055 of Chapter 777, Statutes of 1955, appropriated an additional $25,000 for this investigation. Bulletin No. 57 consists of Volume I, which presents results of a comprehensive analysis of water supply, water utilization and re- quireTtients, legal considerations, and preliminary p^ans for water supply development within Santa Margarita River watershed, and Volume II, which contains basic lydrdogic data. Very truly yours, / ,^/ L Harvey 0/ Banks State Engineer ACKNOIVLEDGIffiNT Valuable assistance and data used in this investigation and report were contributed by agencies of the federal, state, and county governments, and by private companies and individuals^ This cooperation is gratefully acknowledged. Special mention is made of the helpful cooperation of the Agricul- tural Research Service of the United States Department of Agriculture, California Electric Power Company, Fallbrook Public Utility District, San Diego Gas and Electric Company, United States Army Corps of Engineers, United States Navy, and the Vail Company , -3CV- ORGANIZATION STATE DEPARTI4ENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES Frank B. Durkee Director of Public Works Harvey 0. Banks ........ State Engineer William L. Berry „...,..... , Assistant State Engineer This investigation was conducted and report prepared under the direction of Max Bookman Principal Hydraulic Engineer Engineer- in-Charge, Southern California Office and R. M. Edmonston. . .Supervising Hydraulic Engineer Assistant Engineer-in-Charge, Southern California Office by L. R. Illingworth, .... ,.o ......... . Senior Hydraulic Engineer and P. C. Erb o . . . « Assistant Hydraulic Engineer J. L. Jackson. ... . Assistant Hydraulic Engineer K. G, Tranbarger ...... Assistant Pfy'draulic Engineer J. L, Leitzinger ...... Junior Civil Engineer assisted by R-, F,. Clawson, ................. Associate Hydraulic Engineer Bradshaw Harrison .... Associate Hydraulic Engineer Pc E. Hood ... ....,,..„,. Associate Hydraulic Engineer L, A. Mullnix . ........... Associate Hydraulic Engineer Geologic studies were performed under the direction of Lo B. James, ,.,....,.. ...o ... . Senior Engineering Geologist biy R, C, Fox . ...... Assistant Engineering Geologist K, E-. Jones , Junior Engineering Geologist J, N, Roth Junior Engineering Geologist -XVI- ORGANIZATION STATE DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES (continued) Work relative to land classification and ultimate crop pattern was performed by J. W. Shannono , ....... o ...... . Land and Water Use Specialist R, N, Haley „.....,... o . ...... . Associate Soil Technologist Chapter IV, Legal Considerations, was prepared under the direction of Henry Holsinger. ..................... Princial Attorney by Go M, Craig, ......................... Senior Attomeisr Maps and plates for the report were prepared under the direction of H. P. Zablodil ... .......... ........ . Senior Delineator by E. Angus .,o,..«..o.....<.o..<,o...oo... Delineator M« Day ,.. .... ...................... . Delineator R. W. Plank «... ...................... . Delineator This report was reviewed and edited by G, B. Gleason ,..,...........<. Supervising Hydraulic Engineer T, Ro Merryweather, Administrative Officer Isabel Co Nessler, Coordinator of Reports ORGANIZATIONAL CHANGES At the time this investigation commenced, A. D. Edmonston was State Engineer. On November 1, 1955, Mr. Edmonston retired from state service and was succeeded by Harvey 0, Banks. The function under which this investigation was conducted was directed successively by Gordon Zander, Harrison Smitherum, Harvey 0. Banks, and L„ C. Jopson until January 3, 1956, when technical supervision of all investigations under specific legislature requests was assigned to W. L„ Berry. -xvii- CHAPTER I. INTRODUCTION The Santa Margarita River watershed, located in the South Coastal Area of California and including portions of San Diego and Riverside Counties, has a seraiarid climate and potential water requirements which far exceed the natural supplyo The need for water has resulted in much litigation over water rights in the area in spite of the relatively small water use. The general shortage of readily available water has so limited agricultural endeavor that only about six per cent of the total irrigable land in the watershed is presently irrigated. Only three-tenths of one per cent of the watershed is urbanized. Additional water can be developed locally, but ultimate needs for water can only be satisfied by importation of large supplemental supplies. Authorizati o n for Investigation Because of the liniited amount of hydrologic and geologic information available concerning the Santa Margarita River watershed, and the need for more complete data for planning purposes and for use in active water rights litigation, the California State Legislature in the Budget Act of 1952, made an appropriation of $150,000 to the Division of Water Resources for a complete investigation of water resources, requjj'ements, and use in Santa Margarita River watershed, A supplemental appropriation of $25,000 was made in 1955. In accordance with the original legislation, the full text of which is reproduced in Appendix A, the Santa Margarita River investigation was started in July, 1952. Objectives of the investigation were: the determina- tion of present cultural development, water requirements, and water usej determination of ultimate cultural development and water requirements; exploration of further use of local resources; and the development of plans to obtain supplemental supj)lies. Related Inve stigations and Reports Prior investigations and reports reviewed in connection with this investigation include the following: American Geophysical Union. "Syroposiura on Phreatophytes". Transactions, America Geophysical Union. Volume 33, Nuraber 1, pp, 57-80. February, 1952. Blaney, Harry F. and Muckel, Dean C. "Utilization of the Waters of Lower San Luis Rey Valley, San Diego County, California". United States Department of Agriculture, Soil Conservation Service, Division of Irriga- tion. April, 19it5. California State Department of Public Works, Referee. "Report of Referee", Temecula Creek Reference. July, 1956. California State Department of Public Works, Division of Engineering and Irrigation, "Flow in California Streams". Bulletin No. 5- 1923. California State Depai'traent of Public Works, Division of Water Resources. "Evaporation from Water Surfaces in California". Bulletin No. ^k, 19kl, azid Bulletin No, 5iiA, 19l.i8. California State Department of Public Works, Division of Water Resourcesc "Progi'am for Financing and Constructing the Feather River Project as the Initial Unit of the California Water Plan"o February, 1955. California State Department of Public Works, Division of Water Resources. "San Diego County Investigation". Bulletin No, li8, 1935. California State Engineer. "Irrigation in California, Southern California". Part II of Irrigation Report cf the State Engineer of California. 1888. California State Water Resources Board. "Water Resources of California". Bulletin No. 1. 1951. California State Water Resoiirces Board. "Water Utilization and Requirements of California". Bulletin No. 2. 1955- California St.ate Water Resources Board. "Santa Ana River Investigation, Appendix B, Geology of San Jacinto and Elsinore Basins". June, 1955- California State Water Resources Board. "Report on Feasibility of Feather River Project and Sacramento -San Joaquin Delta Diversion Projects Pr-oposed as Features of The Cali.fornia Water Plan". May, 1951- Carpenter, K. J. and Storie, R. Earl. "Soil Survey of the Capistrano Area, California". United States Department of Agriculture, Bureau of Chemistry and Soils, in cooperation with the University of California, College of Agriculture, Agricultural Experiment Station. Series 1929- Dunn, J. E., PIoLiies, L. C, and Strahorn, A. T., Guernsey, J. E. "Re- connaissance Soil Survey of the Central Southern Area, California". United States Department of Agriculture, Bureau of Soils in Cooperation ■with the University of California, College of Agriculture, Agricultural Experiment Station. 1921. Fischer, G. E., Commander, United States Navy. "The Proposed Reservoir Development on Temecula Creek - Santa Margarita River". September, 19i4-7« Jones, Willis S. "Report on the Water Resources of the Temecula and Santa Margarita Rivers" . October, 1922. Lee, Charles and Ellis, Arthur. "Geology and Ground Waters, West Part of San Diego County". United States Department of the Interior, Geological Survey, Water Supply Paper Uh6. 1919. Lippincott, J. B. "Available Supply of Santa Margarita River for Fallbrook Irrigation District, San Diego, California". February, 1926. Mead, Roy G. "Suggested Distribution of Water to Irrigable Areas Within Santa Margarita Watershed". December, 192?. Rancho Santa Meirgarita vs. Vail, Miscellaneous exhibits and information made available by H. M. Hall. Sonderegger, A. L. "Report on Santa Margarita Ranch, The Ground Water Basins and Evaporation and Transpiration Losses and Storage Capacity". 1926. Storie, R. Earl and Weir, Walter W„ "A Rating of California Soils". Univer- sity of California, College of Agriculture, Agricultural Experiment Station. Bulletin 599. January, 1936. Storie, R. Earl. "An Index for Rating the Agricultural Value of Soils". University of California, College of Agriculture, Agricultural Experiment Station, Bulletin 556. September, 1933. Storie, R. Earl. "The Classification and Evaluation of the Soils of Western San Diego County". University of California, College of Agriculture, Agricultural Experiment Station, Bulletin 552. June, 1933. Troxell, Harold C. "Hydrology of Western Riverside County, California". Riverside County Flood Control and Water Conservation District in Cooperation with United States Department of the Interior, Geological Survey. October, 19i|.8. United States Department of Comraerce, Weather Bureau. Climatological Data, published monthly. -3- United States Department of the Interior, Geological Survey. "Southern California Floods of January, I916". Water Supply Paper it26. I9I8. United States Department of the Interior, Geological Survey, "Floods of March, 1938, in Southern California". Water Supply Paper 8UU, 19i|2<, United States Department of the Interior, Geological Survey, Surface Water Branch. "Surface VJater Supply of the United States, Part II, Pacific Slope Basins in California". Water Supply Papers published annually. Waring, Gerald A. "Ground Water in the San Jacinto and Temecula Basins, California". United States Department of the Interior, Geological Survey. Water Supply Paper 1^29. 1919 • The Division of Water Resources, under direction of the State Water Resources Board, has for the past several years conducted surveys in con- nection with the State-wide Water Resources Investigation authorized by Chapter l^iilj Statutes of 19U7o This investigation has resulted in the formulation of The California Water Plan, a comprehensive plan for full con- servation, control, and utilization of the State's water resources to meet present and future water needs for all beneficial uses and p-urposes in all parts of the State, insofar as practicable „ Published in 1951 as the first step in the formulation of the plan is State Water Resources Board Bulletin Noo 1^ "VJater Resources of California",, Bulletin No. 2, "Water Utilization and Requirements of California", was published in June, 1955, and Bulletin No. 3;. a presentation of The California Water Plan, was released in pre- liminary form for comment by interested local agencies in May, 1956, This bulletin will be published in final form in fiscal year 1956-5?. In May, 195lj the State Water Resources Board published "Report on Feasibility of Feather River Pr-oject and Sacramento -San Joaqiiin Delta Diver- sion Projects Proposed as Features of The California V/ater Plan", Construc- tion of the Feather River Project was authorized by the Legislature in Chapter Jhhlj Statutes of 195l» The act authorized and directed the Department of Public Works to conduct necessary investigations and prepare plans for constr-uction, A total of $2,227,056 was subsequently appropriated for this work. As a result of studies conducted after 1951, the Division of Water Resources published, in February, 1955, the report entitled "Program for Financing and Constructing the Feather River Projject as the Initial Unit of The California Water Plan". The aqueduct which is proposed in these reports, would follow a high-line route which crosses the eastern portion of the Santa Margarita River watershed at an elevation of about 3,000 feet, and would deliver supplemental water to the watershed. The Legislature in the Budget Act of 1956, Chapter 1, Statutes of 1956, appropriated an amount of $9,350,000 for surveys, explorations, investi- gations, preparation of construction plans and specifications; and surveys of, negotiations for, and acquisition of rights of way, easements, and property, including other expenses in connection therewith, for the Feather River Project. Authorized specifically was an item of $200,000 for studies of alternative aqueduct routes to San Diego County. Studies of The California Water Plan, presented in the afore- mentioned Bulletin No, 3, included analyses of preliminary locations of three aqueducts to San Diego County, namely, the San Diego High Line, Barona, and Second San Diego aqueducts, all of which traverse the Santa Margarita River watershed on the approximate alignments shown on Plate 25, "Existing and Potential Water Supply Developments". It was found that these aqueducts would provide for ultimate needs of the area to be served. The studies contemplated for fiscal year 1956-57... under the specific authorization mentioned above, consist essentially of analyses of alternative locations for the Second San Diego aqueduct, which is presently needed, A survey of the water resources of the Santa Ana River was conducted -5- by the Division of VJater Resources for the State Water Resources Board, and in April, 1956j Bulletin No« l5, "Santa Ana River Investigation", was released in preliminary form for comment by interested local agencies. The Bulletin will soon be published in final form. Basic data relative to the Elsinore area, collected for that survey, were useful in the present investigation. Much data from the Southern California Area Investigation, a continuing investi- gation of the water resources of southern California by the Division of Water Resources, are used in this report. These data consist primarily of records of precipitation and of depths to ground water. Water analyses obtained in the periodic stream sampling and ground water monitoring programs of the Divi- sion of Water Resources are also utilized. The Department of Public Works, Division of Water Resoiorces, is the referee in the Temecula Creek Court Reference, and as referee has made investigations in the Temecula Creek por- tion of the Santa Margarita River watershed. The "Report of Referee" is to be published in July, 1956 » Basic data developed for that investigation are used herein. Hydrologic and geologic data concerning the Santa Margarita River system, generally for the period 1920 through 1927, were obtained and presented in evidence in Rancho Santa Margarita vs. Vail, et al. Much of the information presented therein, pertinent to the present investigation, was made available by the Vail Company and is included in this report either in the analyses presented or in the basic data. Pertinent portions of the data presented in evidence in United States vs. Fallbrook Public Utility District, et al., have also been utilized in this report either in the text or appen- dixes. These data were largely collected and compiled by the Camp Pendleton Office of Ground Water Resources and concern water facilities and use on Camp Pendleton. Similar data for the period after the close of the trial were supplied to the Division of Water Resources through 1953, after which further information was withheld, -6- The United States Army Corps of i-ngineers completed a comprehensive flood control investigation of the Santa ^largarita River in 19h9' iJata from that investigation have been utilized in this report principally in the sections on water conservation and flood control. Scope of Investigation and Report The Santa Margarita River field investigation was conducted during the period from July, 1952, through May, 19^h, primarily from a field office at Murrieta, The need for hydrologic data suitable for use in water right litigation required the collection and study of data in more detail than is ordinarily required for water resources investigations. A large amount of basic data is tabulated in the appendixes of this report, and much historical and current information gathered by local groups and agencies has been included. Available precipitation and stream runoff records were collected and the following stations and equipment were installed to obtain supplemental data: seven continuously operated stream gaging stations and other temporary stations; three Class A evaporation stations; and three recording rain gages. Many stream flow measurements were made, particularly during the summer months when the surface water supply is critical. Areas of rising water were located, and diversions from the streams were measured or estimated. In 1952 and 1953^ lands in the watershed were classified both as to present use and ultimate use capability, and a survey was made of irrigation practices. To determine the rate of consumptive use of water for various irrigated crops and for native vegetation on the watershed, a study which included measurements of soil moisture depletion at representative test plots throughout the watershed, was made in cooperation with the United States Department of Agriculture, -7- Available water quality data were collected and additional mineral analyses of surface and ground waters were made to determine the native quality and to study the nature, cause, and e::tent of possible degradation ther;iof . Geologic features of the watershed were investigated to ascertain the water-bearing characteristics of various rock types found therein; to determine the hydrologic significance of the permanent structural features of the area; to determine the mode of occurrence, movement, and ultimate desti- nation of ground water; and to locate and evaluate the characteristics of water-bearing deposits forming the several ground water basins identified in the watershed for purpose of preparing estimates of the storage capacity thereof. VJater -bearing rocks and pertinent structural details were mapped, water wells were located, and their logs obtained. Depths to ground water were measured periodically and iiO iiey wells were measured monthly. Detailed hydrologic studies were made for each of the principal drainage areas of the Santa Margarita River watershed. These studies included estimates of the presently developed surface and ground water supplies, and present and probable futiu'e supplemental water requirements. Also estimated iiTas the present waste to the ocean, and the portion of this waste susceptible to conservation through operation of both surface and underground reservoirs* The development of possible plans for additional conservation of local water and regulation of imported water supplies included field examina- tion of feasible dam sites, together with a geologic investigation thereof,. Preliminary designs and cost estimates were prepared for dams of several heights at a number of sites and for conveyance and distribution systems and pertinent works. Preliminary plans were also prepared for possible works to -8- furnish supplemental water from the aqueducts proposed as part of The California Water Plan^ and from the Colorado River supply of The Metropolitan Water District of Southern California. Results of the Santa Margarita River Investigation are presented in this report in the four ensuing chapters., Chapter II., "Water Supply", contains data on and analyses of precipitation, runoff, and imports and exports of water. It also includes results of investigation and study of \-)9 ground water basins j, and contains data regarding the mineral quality of sur- face and ground waters. Chapter III., "Water Utilization and Requirements", includes data and estimates of the nature and areal extent of present and probable ultimate patterns of land use and of water requirements therefor, and contains estimates of present and probable ultimate supplemental water requirements. It also includes data on demands for water with respect to rates, times, and places of delivery. Chapter IV, "Legal Considerations", is a summary of litigation and review of California water law pertinent to the Santa Margarita River watershed. Chapter V, "Plans for Water Development", describes preliminary plans for conservation and utilization of local water supply, including estimates of yield and of cost for the construction of works. Possible plans for the development of imported water supplies are also considered. Chapter VI, "Summary, Conclusions, and Recommendations", includes a brief summary of the preceding chapters and conclusions and recommendations resulting from the investigation and study. Area Under Investigation The area under investigation comprises all lands within the drainage of the Santa Margarita River, located in the South Coastal Area of California in northern San Diego and western Riverside Counties. The general location of -9- the investigational area is shown on Plate 1, "Location of Santa Margarita River Watershed," The watershed lies east of Lake Elsinore between the San Jacinto Mountains and mountains of the Palomar block and extends to the Pacific Ocean near the City of Oceanside. Nearly fo\ir-fifths of the area is inland from the coastal divide which meanders in a generally east-west direction across Santa Rosa plateau. This region is termed herein the "Inland Area", and the portion of the watershed seaward from the coastal divide is called the "Coastal Area" . The Coastal Area is triangular, about 20 miles in length with a maximum width of about 10 miles; the Inland area is roughly rectangular, about 18 miles wide and UO miles long. These areas are delineated on Plates 2A and 2B, depicting physiography of the Coastal and Inland sireas, respectively. The watershed has an area of 7h2 square miles, the largest for any stream in the South Coastal Area south of Santa Ana River. It is bounded on the south by the drainage area of the San Luis Rey River, on the north by that of the San Jacinto River, and on the east by the area draining to the Colorado River Basin. On the west the watershed adjoins the drainage areas of San Mateo, San Onofre, and Las Pulgas Creeks which flow directly to the ocean. Topography The two main tributaries of the Santa Margarita River are Temecula and Murrieta Creeks, the drainage areas of which together constitute the Inland Area. The two creeks join to form the Santa Margarita River at the head of Temecula Canyon, a narrow, precipitous, five-mile long gorge. Temecula Creek drains the relatively high lands north of Palomar Mountain, which comprise 85 per cent mountains and foothills and l5 per cent -10- valley and mesa lands lying largely more than 1,500 feet above sea level. In the Murrieta i-^reek drainage area a large proportion of the total comprises valley and mesa lauds, which for the most part lie at elevations betv;een 1,000 and 1,500 feet above sea level. Highest terrain is in the eastern portion of the investigational area, where Thomas Mountain and Palomar f-iountain rise to elevations above so:-. level of 6,812 feet and 6,138 feet, respectively. Four relatively flat divides along the northvrestern boundary lie at elevations ranging from 1,300 to 1,600 feet, and stream bed elevation at the head of Temecula Canyon is 960 feet. About one-fourth of the total watershed of the Santa Margarita River lies above 3,000 feet elevation. Topography of the portion of the Coastal Area which lies north of Fallbrook, at elevations ranging for the most part up to about 2,500 feet above sea level, is generally rough. Valley and gently rolling hill lands occupy most of the Coastal Area between Fallbrook and the ocean. Climate The climate of the Santa Margarita River watershed is typically Mediterranean, being characterized by warm dry summers and cool rainy winterso About 75 per cent of the precipitation occurs during the four-month period from December through March. Precipitation occurs generally in the form of rainfall, but snow is comnon on the mountain ridges and as much as three feet of snow has reportedly fallen in a single season at Anza, Mean seasonal depth of precipitation ranges from less than 10 inches near Vail Reservoir to over iiO inches west of Palomar Observatory, varying with elevation and topographic influences. The coastal mountains block a considerable portion of the prevailing -11- moist sea breeze and there results a marked difference in climate between the Coastal and Inland areas. Landward from the coastal mountains, the moderating influence of the ocean is less and temperatures are more extreme. A definite rain shadow effect of the mountains is also evident, as stations inland from Palomar Mountain have about 10 inches less precipitation than those at similar elevations on the coastal slopes. No long-record weather stations are located in the watershed, but temperature data at the Escondido, Elsinore, and Warner Springs stations, adjacent thereto, are considered representative as regards the frost-free periods and mean annual temperatures in the Coastal, lower Inland, and upper Inland areas of the Santa Margarita River watershed, respectively. Records at the respective stations are shoxim in the folloirdng tabulation: Area Coastal Lower Inland Upper Inland Long-record Station Considered Representative of Area Escondido Elsinore Warner Springs Average Frost Free Period;, in days 257 2h9 181 Mean Ann^_ial Temperature, in degrees F. 61.0 63. ii 58.5 Temperature extremes at Elsinore vary from a record low of 17 to a high of 118°. -During the investigational period, the lowest and highest temperatures recorded at any of the currently operated weather stations were 12'^ and 110°, both recorded at the Murrieta station. Extremes for the same period at O'Neill Lake, which may be considered representative of coastal conditions, were 21° and 106°, and at Anza, representative of the upper Inland area, temperatures ranged from 13 to 99 • -12-- Geology The most obvious geologic feature of the Santa Margarita River watershed is the predominant northwest-southeast trending fault pattern which is manifested by the orientation of J/!urrieta Valley, Palomar and Agua Tibia Mountains, upper Temecula Creek, and the mountain ridge between Thomas and Lookout Mountains. These features are illustrated in the Frontispiece phono- graph of a relief map of the watershed. Geologically it is considered that tlie Inland area was originally a part of the Santa Ana River drainage system mth the ancestral Temecula- Miirrieta Creek flowing westward tJirough Lake Elsinore, anu that later the Santa r4argarita River eroded the coastal mountain ridge headward sufficiently to "capture" the ancestral stream and eventually reverse the direction of flow in Fiurrieta Creek. Geologic formations of the Santa >iargarita River watershed include Cretaceous and Pre-Cretaceous raetamorphic and igneous rocks and overlying sedimentary deposits ranging in age from early Tertiary to Recent. Sraall rem- nants of volcanic Tertiary and (^aternary rocks are also evident. The sedi- ments are largely of continental origin, but scattered outcrops of rocks deposited under marine conditions are exposed near the coast. Only the sedimentary formations can be considered to be water bearing to any appreciable degree. These have been deposited within bedrock depressions, forming basins capable of storing water. Recent sediments con- tain thick strata of sands and gravels of liigh permeability, and deposits of this type yield large supplies of ground water. Some deposits of older alluvial fill yield moderate supplies. The igneous and metamorphic basement rocks are nonwater- bearing, with the exception of joints, fractures, or deeply -13- weathered zones from which the yield is generally small. In some localities, however, they are important in that they provide the only presently available water supply. Soils Soils of the Santa l'4ar^arita watershed have been mapped by the United States Department of Agriculture, Bureau of Soils, as reported in the San Diego Reconnaissance, 19l5; Central Southern Area Reconnaissance, 1921; Riverside Area, 1917j Capistrano j\rea, 1929; and Oceanside Area, 1929- An index rating of the soils, covered in the above reports, was made in 1936 by R^ Earl Storie of the Agricultural Experiment Station of the University of California o At the present time, parts of this watershed are being surveyed in detail by the Soil Conservation Service of the United States Department of Agriculture.. In 19^1 and 19^2 the United States Marine Corps conducted a soil and land classification survey of the Camp Pendleton Reservation and some adjacent areas, utilizing Soil Conservation Service methods and procedures. In the present investigation a land classification survey was made to determine the suitability of lands for irrigation development, utilizing the data from the previous surveys when possible. In the classification survey soil depth and texture were considered, but no attempt was made to classify the soils in detail except with regard to their irrigability. The soils witiiin the watershed vary in their physical and chemical properties according to differences in parent material, mode of formation, and age and degree of development if alluviated. Broadly, the agricultural soils can be grouped into three classifications: (1) Recent alluvial soils; (2) old valley tenf-ace soils and coastal plain soils; and (3) residual soils. The Recent alluvial soils are those lying adjacent to the streamways ■lU- and have undergone little or no change in physical or chemical composition since their deposition. These soils are in general deep, fertile, easily irrigated, and suited for production of a wide variety of crops. Old terrace soils and coastal plsln soils are those that have developed on old valley fillings or old alluvial fans and terraces. These soils have moderate to strongly developed claypans, but normally exhibit good drainage characteristics. They are generally highly productive and have a wide crop adaptability and are fairly extensive within the area. Residual soils are those that have developed in place by the action of soil forming processes upon the underlying parent material. Their physical and chemical characteristics are closely related to the nature of the parent material. In general, these soils are productive and a re suited to a wide variety of crops, particularly citrus and avocados. Historical and Present Development The decision of the Spanish government in I768 to colonize "Upper" California and the arrival of a colonization expedition the following year, marks the beginning of development in Santa Margarita River watershed. The expedition established Franciscan missions all along the coast, and for nearly sixty years the Franciscans maintained almost complete control of Upper California. Thousands of Indians were baptized and worked in mission fields and orchards and tended vast herds of mission cattle. At this time the Santa Margarita Valley was a part of the lands of San Luis Rey Mission. In the early I8OO' s the gradual secularization of mission lands, brought about the transfer of land control to private owners largely by grant from the Mexican Government. After numerous transfers and consolidations of lands and the con- auest of California by the United States in 13U8, the new government issued -15- patents for the various ranches. Throughout this entire period the missions and ranches represented practically the only settlements except for scattered groups of Indians, and lands were almost exclusively used for cattle raising. A small group of Teraecula Indians, whose tribe once occupied the low lands of Murrieta Valley now form a scattered settlement in the Pechanga Indian Reservation in upper Pechanga Valley. A group of Coahuila Indians is presently located at the Coahuila Indian Reservation near Anza. Modern development in the area may be said to date from, the con- struction, in 1883, of the California Southern l^ilroad from San Bernardino, across Perris Valley and through Murrieta Valley, Temecula Canyon, and Santa Margarita Valley to San Diego. This opened Murrieta Valley to more extensive development and towns were established at Wildonar, Murrieta, and Temecula, The section of the railroad line through Teraecula Canyon was washed out in I88I4 and again in I89I, after which it was abandoned. Since that time the line from Perris into Murrieta Valley has also been abandoned, with the closest shipping points now being Elsinore and Winchester, both on branch lines of the Atcheson, Topeka and Santa Fe Railway Company and lying just beyond the watershed boundary. Between Fallbrook and Fallbrook Junction, near Oceanside, portions of the original line are still in use. Two modern State highways, U. S. Routes 101 and 395, between the Los Angeles metropolitan area and San Diego, together with an adequate system of secondary paved highways, serve the area. Between Wildoraar and Murrieta the arable slopes have for many years been used for grain raising by dry farming methods. Attempts have been made to raise fruit, but fruit production has not become a major enterprise and only a few groves of deciduous trees and olives now exist. Between Murrieta and Temecula considerable areas of natural pasture have long been used for -16- V. •■Xf- Fallbrook and Naval Ammunition Depot Coorfejy Pacific Air Industries Sonto Margarita Rancho Home of Pio Pico, Now Residence of Commanding General of Camp Pendleton Courtesy Title Insurance and Trust Company, Los Angeles cattle raising, bub acreage devoted to alfalfa, irrigated by deep well pmnps, has increased rather rapidly in the past few years. Alfalfa has been grown on lands bordering Santa Gertrudis Creek since prior to 1915. Valley and rolling lands in the vicinity of Diamond, Domenigoni, French, Los Alamos and Long Valleys north of Temecula and H\irrieta have been dry farmed for many years, but of late some of these valley lands have been planted to alfalfa and truck crops, irrigated from local vjellso The Vail Ranch, one of the largest agricultural operations in the United States, comprises some 90,000 acres in the Pauba and Santa Rosa Ranches and portions of Temecula and Little Temecula Ranches, which were patented about 1870. Of these lands, about 1^1,000 acres are ;ri.thin the water- shed of the Santa Margarita River. The Vail Company has developed the lands into a modern stock ranch. The higher lands are used for grazing and growing of dry farmed grain, and part of the valley lands have, since about 1890, been used for growing alfalfa. Irrigation water was first obtained by direct diversion from Temecula Creek, this being later supplementea by flow from artesian and other vjells drilled in the valley. For a time following 1930 the entire supply was derived from the wells, but since 1953 considerable addi- tional acreage has been planted to miscellaneous farm crops supplied by water released from Vail Reservoir. The higher lands in several small valleye in the eastern part of the watershed have, since the l880's been occupied by ranches producing princi- pally hay and grain, irrigation v/ater being obtained for the most part by diversions from Temecula Creek, Agricultural practice has changed little in recent years, except in limited areas where ground vrater has been developed for irrigation. Homesteads were taken up in Anza Valley starting about 1913- Most of the land there is devoted to grain raising, but in 19ii9 irrigation -17- wells were drilled and some alfalfa is now grown. Earliest agricultural development in the Fallbrook area dates back to the construction of wells around 1890. Variable yields were obtained, but production from some wells is said to have been adequate to irrigate 2^ acres of land. Development of irrigated land continued on the basis of supply from underground sources until 1925 when the Fallbrook Irrigation District, prede- cessor of the present Fallbrook Public Utility District, was organized. Water was supplied by local wells and diversion from the Santa Margarita River. Diversions increased gi^adually to about 100 acre-feet in 1939. In that year diversions were augmented by pumping from the Bonsall ground water basin on San Luis Rey River, and, starting in 19U8, by importation of Colorado River water. Lands of the District lie in the Santa Margarita River and San Luis Rey River drainage basins. In 1926, two-thirds of the irrigated land in the entire District vras devoted to citrus culture. Irrigated agriculture increased greatly from about 19hl } and at the present time avocados are grown on about 90 per cent of the irrigated lands in the Santa Margarita River portion of the District. Development on Gamp Joseph H. Pendleton, a ]arge permanent Marine Corps training base, consisting principally of the former Rancho Santa Margarita y Las Flores, relates back to the beginnings of the Rancho. Adja- cent to Camp Pendleton and often referred to as part of it is the Fallbrook Naval Ammunition Depot. Also located at Camp Pendleton is the United States Naval Hospital, Oceanside, California. The military reservation as a whole has an area of about 135,000 acres, of which about 38,000 are i^thin the watershed of the Santa Margarita River, The ranch originally was granted to Andres and Pio Pico in l8i|l and was called Rancho San Onofre y Santa Margarita. 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(S s O CO o Ul § i Q s « OC » a> h S s * -38- TABLE 5 ESTIMATED MEAN SEASONAL DEPTH AND TOTAL QUAIWITY OF PRECIPITATION IN SANTA MARGARITA RIVER WATERSHED Hydrographic : Unit : Mean seasonal : depth in inches : Precipitation quantity in acre-feet 1 15.5 182,800 2 16.1 135,200 3 20.3 175,900 i; 17.7 U2,800 5 21.2 129,100 6 114.7 32,700 Average 17.6 TOTAL 698,500 -39- Regimen of Precipitation Precipitation varies widely from year to year and from one period of several years to another as demonstrated by the graph on Plate h showing the composite accumulated departure from mean seasonal precipitation at Cuyamaca, Elsinore, San Jacinto, and Escondido. The variations at three stations within the watershed, namely Aguanga, Pauba Ranch-Station C, and De Luz, and at Elsinore and Oceanside which are closely adjacent to the boundary, are shown by the bar graphs on Plate 5, "Recorded and Estimated Seasonal Precipitation at Selected Stations". On this plate the graph for Aguanga represents a composite of records at two stations, and that for Oceanside combines records at four stations. The records at Pauba Ranch-Station C are current and nearly con- tinuous since I92O-2I3 and, since this station is centrally located within the watershed the seasonal and monthly variations in precipitation are fairly representative of the entire watershed. Records at this station, therefore, are presented in Table 6, "Recorded Seasonal Precipitation and Indices of Wetness at Pauba Ranch-Station 0". The indices show that precipitation at the station has ranged, during the period of record, from i|6 to 197 per cent of the mean. During the sarae period the range at Elsinore was from 3k to 198 per cent, and that at Oceanside from ^0 to 19ii per cent. -1|0- TABLE 6 RECORDED SEASONAL PRECIPITAnON AND INDICES OF WETNESS AT PAUBA RANCH-STATION C Recorded : Recorded seasonal ; Indices f : : seasonal Indices of Season .precipitation: wetness 5 ! Season :precipitation wetness. (inches) : per cent (inches) per cent 1920-21 11.99 78 1939-UO 16,96 110 22 25.71 167 hi 28.18 183 23 10.75 70 1;2 15.I13 100 2ii 11.51 75 k3 17.90 116 hh II4.88 97 192h-2S 8,60 56 26 19.65 128 i9ai^-ii5 12.62^ 82 27 23«70 15I1 1I6 11,92° 78 28 9.5ii 62 hi 10.12^ 66 29 11.33 7k w 7.31 U8 h9 11,82 77 1929-30 I8.1i6 120 31 13.16 86 19h9-50 8,05 52 32 22.58 lii7 51 7.10 1*6 33 12.30 80 52 21.82 lii2 3i4 7.17 ii7 S3 9.58 62 5h 12.12 79 193it-35 17.93 117 Average for 36 12,05 78 period of 37 30.37 197 record 114.96 38 21.59 lUO 39 lh.l9 92 Mean seasonal precipitation 15.36 a. Partially estimated. b. Wholly estimated. ■la- The extremes during periods of record at other stations are set forth in Table 3. In the watershed, the maximum recorded seasonal precipi- tation of Ii3'7 inches occurred in 1951-52 at Si 77^ -^ i< Santa Margarita River April, 1954 of Ysidro Gaging Station r-rrsTsr-^v^ Flood of February, 1927 Courtesy H. M. Hall about l5 per cent of the mean> Seasonal variations in runoff of the area are represented by the bar graph of seasonal natural runoff of the Santa Margarita River at Ysidora presented on Plate 8. The cyclic nature of the occurrence of runoff at this station is shown on Plate 7 by the graph of accumulated departure from mean seasonal natural runoff. On this graph a downward trend- ing line indicates a drought period with less than mean runoff, and a rising line indicates a wet period with greater than mean runoff. The maximum recorded seasonal flow at Ysidora, which occurred in the year 1937-38, was 122,000 acre-feet, but it is estimated that in 19l5-l6 about 280,000 acre-feet passed this point. No water passed the station in either 19l;9-50 or 19$0-5l. The monthJ.y variation in recorded seasonal runoff for the Fallbrook station, at which summer flow is less affected by ground water pumping is sho-vm in Table 9. TABLE 9 AVERAGE MONTHLY DISTRIBUTION OF RECORDED RUNOFF OF SANTA MARGARITA RIVER NEAR FALLBROOK-» • Runoff in : Per cent of Month acre -feet : seasonal total October UlO 1.7 November 6ItO 2.7 December 1,1;60 6.1 January 2,950 12,2 February 7,120 29.5 March 7,390 30.7 April 2,l60 9,0 May 750 3.1 June lllO 1.7 July 270 1.1 August 230 1.0 September 290 1 = 2 TOTALS 2li,080 100,0 * For period 1925-26 through 1952-53- -h9' Flood Flows and Frequencies Major floods have caused destruction and havoc in the vjatershed of the Santa Margarita Piiver since the days of earliest development. Pro- bably the greatest Imovjn flood in the area occurred in January, 1862. Following this the next great flood, which severely damaged the railroad in Temecula Canyon, occurred in February, I88I4.. In February, I89I, another great flood occurred which again destroyed the railroad and caused its abandonment. Other floods occurred in this region in the years 1906, 1909, 1910, 1916, 1927, 1938, and 19ii3. Of these the largest was that of January, 1916, which destroyed nearly all the Atchison-Topeka and Santa Fe branch railroad line from Oceanside to Fallbrook along the Santa Margarita River » The peak flow of this stream at Ysidora was estimated by the United States Corps of Engineers to be 66,500 cubic feet per second. The greatest flood during the period of record at the stream gaging stations occurred in February, 1927, when every highway and railroad bridge along the course of the river was destroyed or made unsafe „ Peak flow at Ysidora for this storm occurred on February I6, 1927, and was estimated to be 33,600 cubic feet per second. Maximxim discharges of various streams in the watershed during the periods of record are s-ommarized in Table 10. -SO' ^>^•■i ' 9^^- Santa Margarita River at Highway 101, Flood of February, 1927 Courtesy H. M. Hall Temecula Creek at Highway 395 February 18, 1927 Courtesy H. M. Hall TABLE 10 MAXIMUM RECORDED DISCH/JIGES FOR STREAMS IN THE SANTA MARGARITA RIVER WATERSHED : Maximum discharge ^ : S^^^^ : in secorxd-feet : ^^^^ Temecula Creek 17,100^ Feb. l6, 192? at Nigger Canyon Murrieta Creek 17,500 Jan. 23., 19h3^ at Temecula Santa Margarita River 25,000^ Feb. l6, 1927 near Temecula Santa Margarita River 33AOO^ Feb. l6, 1927 near Fallbrook Santa Margarita River 33, 600^ Feb. l6, 1927 at Ysidora a. By slope-area method. b= Record began October 1, 1930. In State Water Resources Board Bulletin No. 1, the probable fre- quencies TJith which floods of different magnitude will occur or be exceeded in periods of up to 2^0 years were estimated by the "California method" for the stream gaging stations on Temecula Greek at Nigger Canyon, Santa Margarita River near Temecula (formerly called Temecula Creek at Railroad Canyon), Santa Margarita River near Fallbrook, and Santa Margarita River at Ysidora. Graphs setting forth these estimates are presented on Plates 32 and 33 of Bulletin No. 1. The values on the graphs are presented in terms of mean daily flow in second-feet per square mile, and separate curves are draim for one-, txjo-, three-, and five-day floods. Expression of flood quantities in terras of units of discharge per square mile permits direct comparison of adjacent drainage basins. ■51= In the present investigation, hydrographs were developed for one in one thousand year floods for purposes of spillway design at the Fallbrook, Lippincott and De Luz dam sites. The instantaneous peak flows determined from the hj'drographs are lli2,000 and l6l4.,000 cubic feet per second at the respective sites. Quantity of Runoff Stream flow records at the Geological Survey stations — seasonal values for which are set forth in Appendix I, Table 1-2, "Seasonal Runoff from Streajtns Within the Santa Margarita River Watershed, and Semi seasonal Inflow to Existing and Proposed Reservoirs" — used in conjunction mth longer records of flow in streams outside the watershed, provide the basis for estimating the natural runoff by seasons since 1391.-95 at six gaging stations, and the semiseasonal inflow under present conditions to three reservoir sites. The adopted values of natural runoff in Temecula Creek at Nigger Canyon, Mui'rieta Creek at Temecula, Santa Margarita River near Temecula, and Santa Margarita River neai'' Fallbrook, during the period l89k-9$ through 19it6-ii7, ai'e those presented in State Water Resources Board Bulletin No. 1. The method of estimating natural flow at the four stations in later years, natural flow at De Lus dam site and at Ysidora since l89ii-95, and semi- seasonal inflow since l89it-95 to Vail, Fallbrook, and De Luz reservoirs under present conditions of development,, is discussed in detail in Appendix I, following Table 1-2. Runoff in MuiTieta Creek at Temecula is a direct measure of runoff from Hydrographic Unit 1, Runoff in Temecula Creek at Nigger Canyon measures the combined outflow from Hydrographic Units 2 and 3, consideration of -52- elevation, precipitation, and natural water losses providing the basis for allocation of the flow between the two units. Runoff from Hydrographic Unit k is the difference between the runoff in Santa Margarita River near Temecula and the runoff from Hydrographic Units 1, 2, and 3. Runoff from Hydrographic Unit 5 was determined by adding to the flow at the gaging station on Santa Margarita River near Fallbrook the estimated runoff from the remaining area in the unit below that station. In this area, by far the greater portion of runoff occurs in the watershed of De Luz Creek, and the estimate involved a detailed study of monthly records at the Fallbrook and Ysidora gaging stations, taking into account losses to native vegetation, depletion by diversion of surface flow and extraction of ground water, and recharge of underground basins by reservoir releases and spreading of sewage treatment plant effluent. Runoff from Hydrographic Unit 6 is the difference between the flow at the Ysidora gaging station and the previously calculated outflow from Unit 5- Estimated values of mean seasonal natural rimoff from each hydro- graphic unit for the period 1895-96 through 19h2~k3, together mth the maximum and minimiam seasonal runoffs, are presented in Table 11. The total mean seasonal runoff from the Santa Margarita River watershed \mder natural conditions vxas thus estimated to be 36,300 acre-feet. Utilizing methods similar to those described in Appendix I, the total mean seasonal runoff from the watershed under present (1953) conditions of development, ioe., assuming all present depletions to have been operative throughout the mean period, was estimated to be 25,200 acre-feet. This represents the total present waste to the ocean, and is the quantity of Santa Margarita River water which is presently available for salvage. -53- TABLE 11 MAXIMUM, MINIMUM, AND MEAN SEASONAL NATURAL RUNOFF BY HYDROGRAPHIC UNITS WITHIN THE SANTA MARGARITA RIVER WATERSHED Seasonal natural runoff Hydrographic : MaxinHHa : Minimuri : Mean, unit : Acre-feet : Season : Acre-feet : Season tin acre-feet 1 60,300 1915-16 iiilO 1950-51 8,600 2 23,600 1915-16 li30 1950-51 3,i|00 3 57,000 1915-16 l,0li0 1950-51 8,200 h 20,100 1915-16 .0 1931-32 2,600 $ 117,000 1915-16 320 1950-51 111, 200 6 — «^ — — - 700* TOTAL 36,300 * Net depletion. The hydrographic units of the watershed vary considerably in slope, shape, exposure, surface mantle, and type of cover. The cumulative effects cf these variable characteristics on runoff are indicated in Table 12, "Mean Seasonal Precipitation and Runoff in Santa Margarita River Watershed", in which the average depth and quantity of precipitation in each hydrographic unit and the corresponding depth and quantity of runoff are compared. Estimated mean seasonal natural runoff from the coastal slopes of Hydi'o- graphic Unit 5 represents 11.0 per cent of the mean seasonal precipitation, whereas, in the inland country of Hydrographic Unit 2 the corresponding value is only 2o5 per cent. The smallest relative runoff occurs, however, in Unit 6, adjacent to the coast, where runoff at Ysidora averages less than the estimated flow leaving Hydrographic Unit 5- Thus in Unit 6, there is a net -51i- depletion averaging 700 acre-feet per year. This depletion is believed to result from the small total precipitation and large loss to phreatophytes on the valley floor. TABLE 12 MEAN SEASONAL PRECIPITATION AND RUNOFF IN SANTA MARGARITA RIVER WATERSHED Hydrographic Unit No. se preci Mean asonal pitation Mean seasonal natural runoff Runoff in per cent of Depth, inches * Acre-feet Depth, inche s ] Acre -feet : precipitation 1 15.5 182,800 0.73 8,600 U.7 2 16.1 135,200 o.Uo 3,iiOO 2.5 3 20o3 175,900 0.95 8,200 U.7 h 17.7 142,800 1.08 2,600 6.1 5 21o2 129,100 2.33 11;, 200 11.0 6 li;o7 32,700 — - 700'^ -2.1 ■«■ Net depletion. Because of the nature of terrain, with ground water basins and areas of present and potential use widely distributed over the watershed, and the lack of recorded data suitable for the purpose, no estimate of total local water supply available for use in the watershed has been attempted. Instead, water supply values essential to the purposes of this report are developed and discussed in the later sections in vjhich they are utilized. .55. Imports and Exports Imports The Fallbrook Public Utility District lies partly within Santa Margarita River watershed and partly within the watershed of San Luis Rey River. The District has obtained supplies of water by pumping from Bonsall Basin on San Luis Rey River, by direct diversion from Santa Margarita River, and by importation from Colorado River. Pumping from Bonsall Basin was dis- continued in March, 19$h, by court injunction. Officials of the District indicate that in the past few years all of Santa Margarita River water has been used in Santa Margarita River water- shed and all water from Bonsall Basin has been used in San Luis Rey River watershed. It is, therefore, assumed that on the average, as regards Fallbrook Public Utility District, there has been no net export or import between the two watersheds during the period for which data are presented herein. Colorado River water has been imported by the District since 19hl and distributed in both watersheds. Water is conveyed to the District from San Diego County Water Authority aqueduct at Rainbow, about seven miles northeast of Fallbrook, by two roughly parallel pipe lines of l6-inch and 2U-inch diameter along the route shoxm on Plate 25, the l6-inch line extend- ing to Oceanside. Import from the Colorado River was estimated by deducting the supply obtained from the Santa Margarita River from the total water deliveries to the part of the District within Santa Margarita fliver watershed. Water deliveries to this area were estimated to be 23.8 per cent of total water deliveries to the District on the basis of a study by the District of .56- water sales within and outside the watershed in 1952. Import under present conditions is considered to be the average of estimated import for the period 1951-52 through 1953-^h' Other imports to the watershed are generally of small amount and for the most part were assiimed to be offset by similar minor exports; however, in Diamond Valley in the northern portion of Hydrographic Unit 1, a shallow divide separates the Santa Margarita River watershed from the San Jacinto watershed, and a portion of the water used on lands within the Santa Margarita River watershed,, estimated to have totaled 100 acre-feet in the 1953 irrigation sea- son, is obtained from wells outside. Estimated historical imports during the period 19U2-ii3 through 1952-53, together with values which represent estimated average imports under present (1953) conditions of development in the watershed, are presented in Table 13. =57- TABLE 13 ESTimTED IMPORTS AND EXPORTS SANTA MARGAR(TA RIVER WATERSHED In ACRE-fEET t Imports s EXPORTS : 6 " MiLlTARr USE ; t SCOIORACO : RtvER SGROUNS i ; OUTSIBE WATERSHED sAgri- : Sewage ; 5 Sewage i : WATER i WATER 1 t RETURN t ECULTURAL t EXPORT 5 ; TO S TO J S TO i S USE ! FROM S SEASON ?F*llB(tO0» [f Diamond? TOTAi, '. GROSS i Santa : mi SOUTSICE '. WITHI N : TOTAl S PU8LPC i Basin*; JMAftSARITAS iWATERSHEBi THE S S UTILITY S ; s i COASTAL £ : SWATERSHEDS S OtSTHICI r» ; t Basin t • i- • 1942-43 530 530 1,030 l„560 -44 1:990 8«990 l,J80 210 3p380 1944=45 2J70 2fl70 lii40 330 3,640 -46 lt,930 lp930 It 750 370 4,050 -47 1,790 1,790 Ip520 370 3,680 -48 580 580 2,, 120 2,120 1,750 420 4,290 -49 980 980 2,350 2,. 350 L370 430 4,150 1949=^0 880 880 2;2|0 140 2,070 1,370 410 3,850 -51 980 980 2,140 680 1,460 940 280 2,680 =52 230 230 2,460 810 1^650 1,080 290 3,020 =53 540 ]0C 640 2;830 i,250 b580 I.-320 350 3,250 =54 760 ^ = = - - s= = = "PRESE.'IT 500 lOO 600 2,200 t , 000 L-200 tj300 300 2,800 • ESTIMATED fOR 1952-53 ONIV, ■58- Exports Export of water from Santa Margarita River watershed is limited to Camp Pendleton,, where water has been exported since 1938. For the period 1938 until 19^2, when the United States Navy acquired Rancho Santa Margarita y Las Flore s^ exports were for agricultural use along the coast on portions of Stuart and South MesaSj the locations of which are indicated on Plate 2-Ao " Physiography" o After 19i;2, exports for agricultural use along the coast were continued^ and in addition^ water was also exported for military use in various areas of the reservationo The quantities estimated to have been exported are presented in Table 13 » Portions of the water exported from the Santa Margarita River water- shed for military purposes are returned to the watershed as effluent from sewage treatment plants^ which is allowed to percolate in Santa Margarita Coastal Basin, On the other hand^ some sewage effluent originating within the watershed is discharged directly to the ocean and some has> in the past, been exported to the San Luis Rey River watershedo Estimated historical exports of water and sewage during the period 19i;2=ii3 through 1952-53« together with values considered to be representative of present conditions are presented in Table 13 » Of the seven plants on the naval reservations, the Naval Ammunition Depot plant=-=serving the Depot and portions of Fallbrook-^and plants 3 and 5 serve areas within the watershed^ service areas of plants 2, Jj., and 6 are out= sidej and plant 1 serves an area which was estimated to be about 25 per cent inside and 75 per cent outside the watershedo Effluent from the Ammunition Depot plant and plant 3 has always been discharged within the watershed. Effluent from plants 1 and 2 was formerly =59= discharged to Pilgrim Creek in the San Luis Rey River watershed, but effluent from plant 1 has been returned to the Santa Margarita River watershed since August J, 19^0 and that from plant 2 since July, 1952. Plants i|, ^, and 6 dis- charge to the ocean through a comraon outfall. Since completion of the treat- ment plant of the Fallbrook Sanitary District late in 195ii,« sewage from the Fallbrook area has not been treated at the Naval Ammunition Depot plant, but the effluent is still discharged into Fallbrook Creek, a tributary of O'Neill Lake. In Table Jh are shown the amounts of effluent dischau^ge from each of the plants since their establishment and the disposition of discharges from service areas withj.n and outside the watershed. -60- 9 J3 8 to n o t/5 CO c t3 O HI u) ■c t- o 0) (0 o 't^-o cd £, <1> » O •D c: -c o> +> 5) C m o
  • V c o 3 c T-t tl fe O (0 t-. +> oi +» J2 {0 0) a> til cr: ■■§ ■■ J3 O 9> o E- O (0 ■o O •o OJ " ^ £ n « Cm (n •H X O t. 3 >, w a> o >J <1> L. C +» E-i Cfi «> O •H g § % 4» ta c to __ _> o x: ■0 o. +» tS c CO •H £ •H •rH * L. C (0 Cj Q. ■H ol t/5 J3 » tiO ^ (. «) Il +> J3 O o E- T3 i-t > t 5 O c d g +> a> rH 3 •rt -o o. c \o u^ w ^ i r-l O. J- t: o +> o (H -o c^ C u a +^ s . o a. O J3 (O U) o +> ' — VO tT\U\CvJ C^ CM CM r^\o CM jT cmj:j-c^o ONc^r^cM 1-4 CM CM C^ CM C^ C^jiJ- ITvOC^JOvO'HCMrHO iH CM C^ o\ t^ ir\ J- t--. OO CO r^ r^ vo oc CTN ON ir\j:j- 4 iH V£> r-t f^ I J- r-. r-4 jj-l I 1-4 \£) CO CM| ir\0 O Cnt^f-4 t^J- I I r-4 rH 1-4 rH r-4 r-4 rM I | Vi3 CM CO l/NCO ir\CO CM ON C*NI USVD C\ J- t^ f^ iH VO irN>,D| J- C'S C^NJd- LfN UNm^ CO on On! O ONi-IJ* ONiHrMC^UN awn \Q^ jt ^o o CM fHco St -^ l2Sc^iHCMJ-t^C\- i-4rHiHr-ICMeMCMCM-C^ I rH iH C^ 0^ J- \0 ON CM _ . I »HCMCMCMeMCslC*NC*Nl ITN CO CM CO C«N o ■;?> o ON NO o o CO o X3 sy ^ a gi a ir\ O O PVt-^ iH ON t^ O- r-4 Lrvc^cocMN£)V£)ir\r~-co CMfHCMCMCMCMCMCM ^ J3 X> X> .O \a tv UN 03 VDCMCOUN0OUNr-4t^0NO ^r^NO c^Ji- r-~ t~~ t^ c^ r-4 J- PS c^ oNjd- J- jif ir\vo ON OI 1-4 r-4 PnI rH NO vol r^ I ^" c^ c^ o a\ J" vn Lr> I-* -P • oi 13 ON R 0} O •H +> • CM += d 13 "K (A 6 , t; s o »-H CJ ^ t^ t-4 ■p CM Ol >» 0) •« •H rH <" tV ■»> r-4 t. O +> 0. S^ -61- Underground Hydrology Valley and mesa lands, as previously indicated, comprise less than one-fourth of the area of the Santa Margarita River watershed. However, numerous bodies of ground water exist in such areas and water supplies of the Santa Margarita River watershed are regulated in some degree by storage in these ground water reservoirso Usable ground water supplies are found principally in the Recent alluvium of valley areas, but water is also extracted from older sedimentary formations on hill and mesa lands and to a lesser extent from fractured rock» The soiirces of replenishment of these ground water reservoirs are deep perco- lation originating in stream flow, precipitation, irrigation water, and sewage: and subsurface transfer of water from one ground water body to another. Removal of water fi'om the reservoirs is effected by pumped extractions, by consujnptive use by vegetation in areas cf high ground water, by effluent dis- charge as rising water, and by subsurface outflow. Terms used in the discussion of underground hydrology in this report are defined as follows: Ground Water Basin - A pervious formation with sides and bottom of relatively impervious material in which ground water is stored. In this report, valleys filled wj.th Recent alluvium are generally considered to constitute the basins although it is recognised that such bodies of Recent alluvium when surrounded by less pervious but sti3.1 water-bearing older formations, could be termed sub-basins of a larger basin comprising both materialso The bodies of older^ less permeable formations are not generally treated as ground water basins herein, because of the relatively small development of x^ater from such material and the consequent lack of physical and hydrologic = 62- data. Many small bodies of Recent alluvium in the watershed,, although they are basins under the above definition, have not been separately considered because of their present relative unimportance. Free Ground VJater - This generally refers to a body of ground water not over- lain and confined by impervious materials, and moving under the influence of the water table slope » In areas of free ground water, the ground water basin provides storage to regulate varying amounts of replenishment with changes in ground water levels indicating changes in ground water storage. Confined G round Wate r - A body of ground water immediately overlain by materials sufficiently impervious to sever free hydrologic connection with overlying water, and moving under pressure caused by the difference in head between intake and discharge areas of the confined water body. Changes in the elevation of water in wells indicate changes in pressure rather than change in ground water storage. Rising Wate r - Surface flow originating in ground water. The water surface of such an effluent stream stands at a lower level than the water table or piezometric surface of the ground water body in which it originates. Percolation - The movement or trickling of water downward or laterally through the interstices or pores of a porous medium. Deep percolation refers to m.oisture which penetrates below the depths from which it can be used by plants. Specific Yield - This term, when used in connection with ground water, refers to the ratio of the volume of water a satiirated material will yield by gravity to its own volume, and is commonly expressed as a percentage. Ground water storage capacity is estimated as the product of the specific yield and the volume of material in the depth interval considered. Specific Capacit y - The number of gallons per minute produced by a pumping well, per foot of drawdown. Drawdovm - The difference between static and pumping water levels in a well, measured in feeto Drillers' logs, water level measurements., and pumping tests at water wells and test wells throughout the area constitute a major source of basic data for the study of underground hydrology^ The locations of wells and test holes or exploratory wells, where data were obtained for purposes of the investigation herein reported upon, are shown on Plates 9A and 9B, "Location of Wells". On the same plates the following materials underlying the surface of the watershed are classified on the basis of their water-bearing charac- teristics: materials of high permeability, composed of Recent alluvium which constitutes the principal source of ground water; materials of low perme- ability, composed of older alluvium, which yields limited quantities of ground water generally restricted to domestic or stock use; and generally impermeable materials composed of igneous, metamorphic^ and cemented sediments wliich are practically nonwater-bearing, but which yield limited and very occasionally large quantities of water from joints, fractures, and highly weathered zoneso The majority of wells in the Santa Margarita River watershed are used for domestic and stockwatering pizrposes only, because in many areas wells of sufficient capacity for commercial irrigation cannot be developedo Else- where in the watershed, however, the ground' water basins are the source of water supply for many individual irrigation enterprises, and in some cases support very substantial irrigation developments and extensive military opera- tions c The 23 ground water basins which are designated as such in this report, ai'e delineated on Plates 10 and 11, "Lines of Equal Elevation of Ground Water "» Starting in the fall of 1950, when the Division of Water Resources was appointed Referee in the case of Barbey, et al. vs=. Oviatt, et al., water levels were measured in the Temecula Creek watershed which comprises Hydrographic Units 2, 3, and ii. Measurements at most of the wells were made during the fall seasons of 19^0 and 195l, and a nuniber of wells were measured monthly. When the Santa Margarita River Investigation commenced in the summer of 19^2, the well measuring program was expanded throughout the watershed. Fall and spring measurements were obtained at about i|00 wells from the fall of 1952 through the spring of 19^h, and the monthly program was expanded to include i|0 representative wells. Few long record water level measurements are available, but one well in Pauba Basin has been measured continuously since 1918. Also available, are measurements obtained at five wells in the Anza Basin in August, 1916, and considerable data relative to water levels in Pauba, Murrieta, and Santa Margarita Coastal basins during the period 1920 through 1927. More recent water level data relative to wells in the Santa Margarita Coastal Basin were obtained from the United States Geological Survey, and the Office of Ground Water Resources at Camp Pendleton. Recent data were also obtained from the Vail Company, and from the files of the Division of Water Resources. Maps showing lines of equal elevation of ground water in the Spring of 1927, and in the Fall of 1953, at which times data were relatively complete, are presented herein as Plates lOA and lOB, and Plates llA and IIB. It is believed that levels in the Spring of 1927 represent, as nearly as possible, all time high water level conditions, and that those in the Fall of 1953 were near the historic low. While levels were probably somewhat lower in the fall of 1951, records providing good coverage over the watershed at that time are not available, and hydrographs of representative wells shown on Plate 12, "Fluctuation of Water Levels at Selected Wells", indicate that the differences in water levels between Fall 195l and Fall 1953 were not great. Available records of depths to ground water are tabulated in Appendix G. -65» Geologic Investigation The geologic investigation of the watershed included collection and analysis of previous geologic reports and maps; field mapping of the watershed with particular reference to those characteristics which affect the occurrence, storage, and movement of ground water; and collection and analysis of Uo5 water well or test hole drillers logs and 2 oil well drillers logs. These data were utilized in preparing Plates 13A and 13B, "Areal Geology", and Plates lii, l5> 16, and 17, "Geologic Sections", and provide the basis for Plates 2A and 2B, "Physiography". Rocks exposed in the Santa Margarita River waterslied range in age from Pre-Gretaceous raetamorphic and igneous rocks, to Recent alluvium which is being deposited at the present time. The rocks are divided into two general categories: (1) a basement complex comprising Cretaceous igneous rocks of the southern California batholith, and associated Pre-Cretaceous, igneous and meta- morphic rocks; and (2) the superjacent rocks, a sedimentary blanket largely composed of continental deposits transported from the neighboring highlands and deposited in the basins lying within the watershed. The superjacent rocks range in age from early Tertiary to Recent» They are largely of continental origin, with some Marine deposits of Quater- nary and Tertiary age located in the Coastal area near the mouth of the Santa Margarita River. No known wells penetrate the Marine sediments within the watershed and they, as well as Tertiary rocks of continental origin, are con- sidered to be largely nonwater -bearing. The principal water-bearing deposits are Quaternary sediments which range in age from Pleistocene to Recent, the Recent alluvial deposits in- cluding the principal water-bearing aquifers in the region. -66- Recent alluvium, defined as those materials undergoing deposition, falls into three general categories: (1) Alluvicil fans, (2) basin deposits, and (3) stream channel deposits. Most of the alluvial fan deposits are poorly sorted and ground water yields therefrom are comparatively low. Basin deposits consist largely of fine grained sediments of low permeability which have been laid down by overflow waters from the streams in the watershed, and these deposits, too, generally do not produce large amounts of water. Stream channel deposits contain well sorted sands and gravels and wells penetrating these coarse deposits are highly productive. The Pleistocene sediments are composed of terraces, fanglomerates, and other alluvial deposits which have been subjected to weathering. They are of less permeable nature than the Recent alluvial deposits but there may be local phases of -unweathered sands and gravels of high permeability from which locally important supplies of water can be obtained. Table B-1 of Appendix B, in which the geology is discussed in greater detail, presents the stratigraphy of the Santa Margarita River water- shed^ and shows the general character of the rocks and their water-bearing characteristic So Structure of the region is complex and consists chiefly of high angle normal faults.. Faulting has been continuous from at least Pleistocene time to the present. The most prominent faults are the San Jacinto fault zone, the scarp of which makes up a portion of the northeastern watershed boundary, the Aguanga and Aqua Caliente faults, whose scarps form the northeasterly boundary of the upthrust Paloraar block, and the Murrieta graben, a downdrop block lying between the Willard fault zone and the Wildomar fault. The Wildoraar fault effectively stops the movement of water and produces a ground water cascade. A line of springs, shown on Plate 6 along the northeast edge of Murrieta -67- Valley, is the result of this barrier. The fault is also believed responsible for the formation of zones of confined ground water in Pauba Valley, Santa Gertrudis Valley, and Warm Springs Valley upstream from the fault. The approximate boundaries of these areas are shown on Plates lOB and IIB. Ground water contours on the plates depict the hydraulic discontinuity at the fault. Well Drilling Methods The majority of water wells in the Santa Margarita River watershed are drilled by the standard portable cable tool or hydraulic rotary methods, the cable tool method being somewhat more common. Many of the older wells, however, are hand-dug wells of large diameter and shallow depth, the yield being usually adequate for domestic p\irposes only. Most of the drilled wells are cased with steel casing, which is per- forated opposite the coarser materials. Many wells have been gravel packed to provide a large percolating surface in fine water-bearing materials and to prevent such materials from entering the perforations and clogging the wells. In areas where ground water is extracted from residuum, which is usually of shallow depth and does not readily yield water, wells of large dia- meter are often used. These are usually drilled with a power auger, or "cess- pool rig", are about three feet in diameter, and are encased with sections of concrete pipe for the top few feet only. Lateral auger holes are often drilled radially outward near the bottom of such wells. These laterals conduct water into the well and materially increase the yield. Wells of this type within the watershed are largely located in the vicinity of Fallbrook. Ground Water Basins As mentioned previously, 23 ground water basins have been delineated -66- on the ground water contour maps.. Plates 10 and 11. To a degree depending upon the extent of present development and consequent availability of informa= tion, the following items were obtained for each basin: location and description; geologic characteristics; storage capacity; water level records; source of replenishment and direction of movement of ground water; and characteristics of water wells. Methods and procedures utilized in preparing estimates of specific yield of water-bearing formations and storage capacity of ground water basins are described in Appendix B, Ground water basin infor- mation and data are summarized in Table 1^, "Gro\md Water Basin Data". Anza, Murrieta, Pauba, and Santa Margarita Coastal basins are more fully discussed in the following paragraphs. -69' o fE O ■< . taJ >- eo < I r ft: K uj O ■p a — 1 X 1 3 4 ^ ■<5!. ^ a '•C CO r~ ^ r^ -> -) X ^ "^ J ^ •> ^ UJ 07 X Ui X ? •« o 3 o CD U. ^ b. H- O Ui u O C» o w lil X _ CO X M Q. lO O. ■< h- ■ « < U K 3 ae CD O - = u >- UI =c -» CD ^ s: CD I S " Ui >- O a: z: ►- UJ » ►- -4 •< — OKU -« o * >. Ui a i: tf3 3 a > to ^ > >- ^ >■ > ^ 3 >• a ^ o a m >■ •U e => ^ £ ^ a -i _l ^ o ^ z -J ^ > -f ■< u> UI C ^ ■-< -* ^ a « ■< ►- K 1— ^ o ^ ♦- «j z X (C X C/J u> > X. cc a: Wl iS> UI UI •0 3 UJ Ui UJ o o o n <0 -« u a o UI ^ mt UJ 2 ^ Ui X ^ QC Vj O cr •« e ^ OC a O a — a CD >■ X c a: Ui UJ UI o a o tal z -I U • W Z '-J be: a o i: 3: V5 OT r Z cu CE a: « •< ■* O) CM o o • • •• *' " a. CC oc C _ o K u a. t- X O > o. z o ■« lO o o CO o TO CO CM 1 o 1 o I o ^■ CNJ CM o o o o C UJ K ^ r UJ — OK cs o k<- •- > •70- 3- o a: •< 0- < ea fiC UJ X >- O «• i* UJ t a: UJ 3 CO o < E o u. 00 ■< UJ >- < cc • 1 «0 «o Utt Q* oe c* « »- UJ «U > tw e- lU <9 t- UJ '<« ^ •< u. z. CO o: O Z t •c o <: UJ e— - Q. £ ^ cc O Ui u o K 3 o. z -< >- UJ •• £1 • a •• CO 0» «u ^ UJ »- 4c ^ X < o Ul 1- 2: 3t o a: a* • « X tiA uJ « o O > a. fiC (C S c oc UJ Q. 31 P- X o > a. u o < ^ in *• «■ o »- >• UJ »- UI UJ u. z UJ so UJ z (T flC a_ o ■< Z '<. sr - v> U. 00 O X I UJ C\J -> O -I o O UJ 00 X Ol o << OC Cfl h- > » UJ >■ *- = CD h- V> =3 =3 o => O « ^ z ^ -J -J ^ _i z ^ Z UI UJ to ^ -J O ^ =3 uJ < CE _J t- W < < -J ^ UJ o_ z >- V d. t- ^ u. UJ >- t— oo h- A Z flC ik OC i: Z 2 a •c UJ UJ ui UJ uJ UJ uJ (J C3 a. o u o U a. UI z 2 o. UJ UJ UJ •< UJ « a. cc = 3 zs to or or -J q: —1 3 K z i: UJ UJ z: 3 u 3 „ u. o .» > >- > 3 o to 3 ^ z -t ^ =1 UJ - •< > X. 2: *- m UJ »- Z K z: X UJ z uJ UI u a. a u UI < a. UJ UI oz -« 3 v> oc o UJ Ui > a: cc z O O < o < ■< -J _j a: 3 3 UJ U U -» UJ UI X r £ o UJ UJ ^ »— 1— o O CNj CM CO o CM CO i: I - x> ►- o o o o o CO — -71- '^ I I •7 S ^ CO 3 e u. Oco >^ i/> 1 X i.3 Q. f^<^ C5 N- o _ O in X CO oc o 1 ►- m •< Ht O ►- K z =1 ■: 2 r UJ W => b. u ^ u. o 3* ►- D o VJ z -4 r> UJ V} « ~i V a. X OD ixt X a: r Ul Z tu o a. O UJ ■< Q. ui tr -J => CO I I C ■< 3 — >— UJ (9 »- Ui « -J ^ — -^ 4fc S: OD CC O 3C c »- V) H- (1. (O =3 (O « 21 •< a: o CD =1 ^ O K C -J ^ a: C9 — UJ uj O O to «9 X Ui uj «>l ^ I O s — CD o o o oi o o o — CM o CO a. ■72- Anza Basin . Ground water conditions in this basin were reported by Gerald Waring in United States Geological Survey Water Supply Paper U29 entitled "Ground Water in the San Jacinto and Teraecula Basins, California", published in 1919. At that time the area was known as Babtiste Vg.lley. The hydrograph for one of the wells reported in the water supply paper, 7S/3E-21J1, is presented on Plate 12. The reported measurement of August, 19l6, plotted on the hydrograph, indicates that ground water levels have changed but slightly since that time, recent August measurements of depths to water in the same well being only three to seven feet greater than in August, 19l6. Comparison of records from other vrells in the basin indicates that, on the average, water level elevations in 19^3 vjere slightly, but not appreciably, lower than in 19l6. Ground vfater contours indicate that movement of v/ater is generally toward Goahuila Greek; however, the slope of the water table in the narrow southeast extension of the basin is very flat, thus indicating little, if any, movement in that area. Water levels in the northwest portion of the basin exhibit a discontinuity of as much as lUO feet. This effect, which is depicted on Plate IIB showing ground water contours for fall 1953, is apparently the result of a northeast trending fault through the Basin. Alluvial materials filling Anza Basin are relatively fine, and water well yield is generally small. Of the 37 active wells in the Basin, a number have been tested at rates up to 100 gallons per minute, but many have yields of less than 25 gallons per minute. The four best wells, located in the central portion of the basinj are used for irrigation and have yields of 100 to 500 gallons per minute. The best of these has a specific capacity of 13. 7 • Other wells tested have specific capacities ranging between 0.2 and 6.7. At least one well in the basin has exhibited pressure characteristics. -73- Murrieta Basin . This basin is located in the central portion of Mxirrieta graben which also includes Wildomar and Pechanga Basins. The basin area is limited by the extent of Recent alluvium, which is bounded on the northeast and southwest by older alluviuin and is generally 100 to 125 feet in depth. This formation is underlain hy older alluvium, in which there are numerous permeable lenses as indicated by geologic section K-K' through Mur- rieta Valley shown on Plate 17. The variable character of valley fill is fur- ther indicated by the fact that some iirells in the central portion of the valley have exhibited pressure characteristics. These effects are believed to be the result of local confining lenses of limited extent. In the portions of Murrieta Basin which lie northeast of Wildomar fault, and in Santa Gertrudis Basin, which is separated from ?torrieta Basin by the fault, the barrier effect of the fault results in well defined pressure characteristics in more exten- sive confined aquifers. Logs of wells drilled in Murrieta Basin bear no notation that bed- rock was encountered. However, the log of the Vernard NOo 1 oil test well 7S/3W-21H1, outside the basin, indicates that bedrock was reached at a depth of 2,J45'0 feeto Because this well is not located in the Murrieta graben, but in a higher block northeast of Wildomar fault, the depth of older alluvium in the graben southwest of the oil test well is believed to be in excess of 2,500 feet. The difference in elevation of bedrock across Wildomar fault is depicted on geologic section A-A' on Plate 1^. Well measurements in Murrieta Basin are available for the period 1925 through 1927 and for the period of this investigation. Ground water contour maps for spring 1927 and fall 1953 show little change in water surface elevation. The hydrograph of well 7S/3W-16n5 on Plate 12 depicts the fluctua- tion during the period of investigation. -7li- Storeams supplying Murrieta Basin include those draining the north slope of Santa Rosa Plateau, and Warm Springs, Santa tiertrudis, and Murrieta Creeks. Ground water moving down the valley causes rising water of about one- half cubic foot per second in Murrieta Creek at Temecula. Of the 105 active wells located in Murrieta Basin, 23 are equipped with pumps of five horsepower or greater. Of the better wells tested 13 yielded 100 to 300 gallons per minute. Drawdowns averaged about 60 feet and specific capacities ranged from two to ten and averaged about five gallons per minute per foot of drawdown, Pauba Basin . Pauba Basin is located in Pauba Valley which was eroded into a large body of older alluvium by Temecula Creek. The Basin, as considered herein, is limited in areal extent to the valley floor and is separated from Pechanga Basin by the Wildomar fault. Basin fill is composed of Recent alluvium underlain by older alluvium. Depth to basement rock is known at only one location in the Basin, namely, at well 8S/2W-12H1 which is known locally as the "windmill" well. At this well bedrock was reached at a depth of 5lO feet. Hovjever, well 8S/2W-17M1, closely adjacent to the Basin near its downstream boundary, was drilled to a depth of 2,ij.71 feet without reaching basement complex. Probable depth to bedrock in the basin at its downstream boundary is, therefore, in excess of 2,500 feet. The Recent alluvium constitutes a free ground water zone tapped by relatively shallow wells ranging in depth up to 2^0 feet. In the downstream three-fourths of the Basin, ground water in the deeper older alluvium is con- fined by a bed composed largely of clay and sandy clay, with small lenses of sand and gravel. As discussed later in the section on water quality. -75- characteristics of watei' from the zones above and below the confining bed are distinctly different. Separate sets of ground water contours for the free ground water zone and for the confined zone are shown on Plates lOB and llB. Because measurements at pressure wells during spring 192? and fall 1953 were insufficient for the purpose, the lines of equal elevation of pressure levels shoim are those for March, 1926, and January, 19^h, at which times conditions were not far different from those of spring 192? and fall 1953. Storage capacity of the free ground water zone is estimated to be 52,000 acre-feet, and of this, 28,600 acre-feet is considered to be usable. The older alluvium which underlies the Recent alluvium in the basin as herein delimited, is apparently contiguous with similar formations on both sides of the valley. Since a major part of the underlying formation appears to be under pressure, and available data are insufficient to determine the extent and capa- city of the entire body, an evaluation of these factors for the portion under- lying the Recent alluvium would be meaningless. The limited available data indicate, however, that the older alluvium is deep and contains interfingering lenses of sediments, some of which are moderately permeableo In effect these lenses constitute conduits through which ground water either may escape from or enter the Basin, as herein delimited, depending upon the ground water gradient at any particular time. Because of the irregular shape of the lenses, their heterogeneous composition, and unknown areal extent, the evaluation of leakage through them becomes a complex problem and no evaluation was attempted in this inve stigation . Water levels at the vandmill well have been recorded during the period 1918 through 1955. The well has flowed at times following periods of heavy runoff in Teraecula Creek, but its level fluctuates directly with that at a shallow well nearby, 8S/2W-12H2. Fluctuations at well 8s/2W-llJl, about one mile downstream, are similar to those at the windmill well, although the -76- decline from 19lt5 to 1952 was only 18 feet as compared with h6 feet at the iri-ndmill well. At well 8'S/2W-20E1, which represents conditions in lower Pauba Basin as well as in Pechanga Basin, water levels changed but seven feet in the same period. The hydrograph of the windmill well (8S/2W-12H1) shown on Plate 12, "Fluctuation of Water Levels at Selected Wells", represents generally the regimen of water table fluctuation in Pauba Basin, even though it exhibits pressure characteristics at times. The magnitude of the fluctuations, as indicated above, decreases generally \ through January 18, 1952. From January 19 through January 30., 1952, the outflow from the Basin at Ysidora gaging station exceeded the inflow, and the accumulated excess outflow during this latter period amounted to 1^,500 acre-feet. Replenishment to the Basin from the stream flow between December 30, 195l,9 and January 30, 1952, was thus approximately 6.300 acre-feet., The daily discharge records for this period were used to construct the percolation diagram of Plate 19, "Relation- ship Between Discharge of Santa Margarita River and Percolation in Santa Margarita Coastal Basin". The percolation diagram of Plate 19 is based on the assumption that flow in the stream is in accordance with the Manning formula, and that the rate of percolation is directly proportional to the wetted area. With the slope of the line thus established as three on eight on log-log paper„ the daily dis- charge records obtained during the above period were utilized to estimate the position of the line which is believed to best represent the average percola- tion rate which would probably result from a given rate of flow. Depths to water in wells in the Santa Margarita Coastal Basin were measured extensively during the period 1920 through 192? and since 1950, A few other measurements are available for the period 19U3 through 19U9. Ground water conditions xn the basin are depicted on the ground water contour maps. Plates lOA and llA,, and by hydrographs of five wells on Plate 12, "Fluctuation of Water Levels at Selected Wells". Profiles of historical ground water levels along a section roughly paralleling the river are shovm on Plate 20. It is believed that water levels in August, 1951, (Plate 12) were -80- at the all time low. In Upper and Chappo Sub-basins the lowest static water level elevations during that month were 18 feet below ground surface, and in Ysidora Sub-basin the minimum elevation was 29 feet below ground surface. These minima in Upper and Chappo Sub-basins are approximately 10 feet lower than those of December, 1925, and the corresponding difference in Ysidora Sub- basin is about 23 feeto At the all time high in the spring of 192?, ground water levels throughout the Basin were within a few feet of ground surface. These comparisons indicate the relatively small magnitude of fluctuation of the water table and the correspondingly small use that has been made of avail- able storage capacity in Chappo and Upper Sub-basins. Results of available pumping tests made in Santa Margarita Coastal Basin are summarized in Table l6. TABLE 16 SANTA MARGARITA COASTAL BASIN WATER liELL YIEIDS Sub -basin : Number of : wells ! : tested : Average > yield of wells i in gpm : Specific % capacity Upper 2 200-350 3.8-7 Upper 1 1,980 220 Chappo h 600-900 19-50 Chappo 2 1,600 97-121 Chappo 1 1,800 31 Ysidora 7 1,800 100 -81- Quality of Water The principal objectives of the water quality investigation of the Santa Margarita River watershed were determination of quality of the surface and ground waters with respect to their suitabilit:y for the various beneficial uses and determination of the presence and source of degradation thereof if any, Cata utilized in the determination of quality of ivater included l50 complete and 33 partial mineral analyses of surface waters,. 280 complete and 759 partial mineral analyses of ground waters, and kl complete mineral anal- yses of spring vjatersc Most of the complete mineral analyses were of samples collected during the course of this investigation. Most of the partial analyses were made by the United States Navy to monitor sea-water intrusion in Santa Margardta Coastal Basin« Complete mineral analyses include determinations of concentration of four cations^ namely, calcium^ magnesium^ sodium, and potassium; five anions, namely, carbonate, bicarbonate, chloride, sulfate, and nitrate; total dis- solved solids; boron; and computations of per cent sodium and txital hardness. The more recent analyses generally also include the determination of fluoride ion concentration. For the most part the partial analyses include determina- tions of chloride ion concentration and total dissolved solids onlyo All available mineral analyses are reported in four tables in Appendix Ho In Tables H-1 and H-2, respectively, analyses of spring waters and surface waters are presented, both by hydrographic units. In Tables H-3 and H-Ui respectively, complete and partial analyses of ground waters are shown by hydrographic units and basins » The locations of springs are shoxm on Plate 6, and well locations appear on Plates 9A and 9B. Locations of stream sampling points may be -82- determined by interpolation between stream mile readings shovm on Plate 6. The terms used in coni.ection with the discussion of quality of water in this report are defined as follows: c^ality of Water — Those mineral characteristics of watez" affecting its suit- ability for beneficial uses. Degradation — Any impairment of the quality of water due to causes other than disposal of sewage and industrial wastes. Pollution "- Impairment of the quality of water by sewage and industrial waste to a degree which does not create a hazard to public health but which ad- versely and unreasonably affects such vrater for beneficial uses. Contamination — Impairment of the quality of water by sewage or industrial wastes to a degree which creates a hazard to public health through poisoning or spread of disease. Hardne ss— A characteristic of watei' which causes coagulation of soap, increased consumption of soap, deposition of scale on boilers, injurious effects in some industrial processes, and sometimes objectionable tastej and "'Jhich is due in large part to the presence of salts of calcium, magnesium, and iron. Character of i-Jater --The predominant cation and anion identify the character of water. For example, a water with a sodium-bicarbonate (Na-HCO^) character contains sodium and bicarbonate ions in excess of 50 per cent of the total cations and anions, respectively. Water Qaalltj Criteria Investigation and study of the quality of surface and ground waters of the Santa Margarita River watershed, as reported herein, is limited to the consideration of the mineral constituents of the waters, with particular reference to their suitability for irrigation use. It is noted, hovrever, that, -83- •wi.thin the limits of the mineral analyses herein reported, a water which is suitable for irrigation may also be considered as either being generally suit- able for municipal and domestic uses, or susceptible to such treatment as will render it suitable for those purpose s. The factors which were used as a guide in determining suitability of water for irrigation use comprise the following: (1) chloride concentration; (2) total dissolved solids, as measured by electrical conductance; (3) boron concentration; and (k) per cent sodiurrio The significance of these factors is as follows: 1. The chloride ion is usually the most troublesome element in irrigation water, it is not considered essential to plant growth, and exces- sive concentrations will inhibit growth, 2, The amount of total dissolved solids, as indicated by electrical conductance (EC x 10 at 25^0)^, furnishes an approximate indication of the over-all mineral quality of the water = The presence of excessive amounts of total dissolved salts in irrigation water will reduce crop yieldso Total dis- solved solids in parts per million approximate seven-tenths of the electrical conductance, 3« Crops are sensitive to boron concentration, but require a small amount (less than 0,1 part per million) for growth. Most plants mil not tolerate more than 0,S to 2 parts per million of this constituent. i|. Per cent sodium reported in the analyses is the ratio 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 equiva- lents per million, and multiplying by 100. Water containing high per cent sodium has an adverse effect upon the physical structure of the soil by dis- persing the soil colloids and making the soil "tight", thus retarding movement -81i-j of water through the soil, retarding the leaching of salts, and making the soil difficult to work. Various criteria have been developed to classify waters xath respect to their suitability for irrigation o The following excerpts from a paper by Dr. L. D. Doneen of the University of California at Davis include a classifi- cation utilized herein for irrigation waters, "Because of diverse climatoligical conditions, crops, and soils in California, it has not been possible to establish rigid limits for all conditions involvedo Instead, irrigation waters are divided into three broad classes based upon work done at the University of California, and at the Rubidoux, and Regional Sal- inity laboratories of the U. S, Department of Agriculture. "Class 1, Excellent to Good— Regarded as safe and suitable for most plants under any condition of soil or climate. "Class 2„ Good to Injurious — Regarded as possibly harmful for certain crops under certain conditions of soil or climate, par- ticularly in the higher ranges of this class. "Class 3. Injurious to Unsatisfactory— Regarded as probably harmful to most crops and unsatisfactory for all but the most tolerant. "Tentative standards for irrigation waters have taken into account four factors or constituents, as listed below: Class 1 Class 2 Class 3 Excellent Good to Injurious to Factor to good injurious unsatisfactory Conductance (E.CxlO at 25°C) o . . , . . Less than 1000 1000-3000 More than 3000 Boron^, ppm ...... Less than 0.5 0,5-2,0 More than 2.0 Per cent sodium , . .Less than 60 60-75 More than 75 Chloride^ epm , . . o Less than 5 5-10 More than 10 (End of quotation) As a result of recent research by Dr. Doneen, he has suggested the use of a factor which he terms effective salinity, in lieu of total dissolved solids as measured by "conductance" in the foregoing standards. The suggested procediire takes cognizance of the fact that as the soil solution becomes con- centrated due to the removal by plants of only a small percentage of the total »85- salts occurring in the irrigation water, certain of the salts will precipitate out, leaving only the more soluble salts in the soil solution. These soluble salts constitute the effective salinity. Insofar as this factor is concerned, he tentatively classifies irri- gation water as follows, the effective salinity being expressed in parts per million: Effective Salinity for Class Soil Conditions I II III Little or no leaching can be expected l65 165-275 275 Some leaching, but restricted 275 275-550 550 Open soils with easy deep percolation 385 385-825 825 The effective salinity of each of the waters for which analyses are presented in this report has not been determined, but review of the records indicates that generally the classification of irrigation waters as determined by the original Doneen standards would not materially change if the same waters were subjected to classification utilizing effective salinity. Probably the most widely used criteria for determining the suit- ability of water for domestic and municipal use are the "United States Public Health Service Drinking Water Standards, 19i|6", which have been adopted by the California State Department of Public Health, These Standards establish manda- tory limits for certain mineral constituents, and non-mandatory but recom- mended limits for others. The mandatory limits, in parts per million, are as follows: Lead 0.1 Fluoride 1.5 Arsenic o,o5 Selenium o.o5 Hexavalent chromium o.o5 -86- Non-mandatory, but recommended limits are as follows: Copper 3'0 Iron and manganese together 0,3 Magnesium 125 Zinc 15 Chloride 2^0 Sulfate 250 Phenolic compounds in terms of phenol 0.001 Total solids, desirable 500 permitted 1000 Total hardness is a significant factor in the determination of the suitability of a water for domestic and municipal use. Waters containing 100 ppm or les.i of hardness (as CaG03) are considered as "soft" 3 those containing 101 to 200 ppm are considered as "moderately hard"; and those with more than 200 ppm are considered "very hard" . The relationship of infant methemoglobinemia to nitrates in xrater supply has led to recommendations that limitations be set for nitrates in drinking water. The California State Department of Public Health has recom- mended a tentative limit of 10 parts per million nitrate nitrogen as N {kh parts per million nitrate as NOo) for domestic waters. Any water containing higher nitrate concentrations may be considered to be of questionable quality for domestic and municipal use. It should be noted that no bacterial analyses have been made, and discussion herein of suitability of waters for domestic and municipal purposes is limited to considerations of mineral quality. Quality of Surface Waters Surface waters in the Santa Margarita River watershed are generally of good mineral quality and suitable for prevailing beneficial uses. The l50 complete and 33 partial mineral analyses of surface waters are presented in -87- Appendix H, Table H-2. Typical mineral analyses, selected from Table H-2, are presented in Table 1?. Variations in quality occur both areally and -with rate of stream flow. Ranges in the mineral constituents, variations in character, and the irrigation classification of samples are presented in Table 20 "Summary of Mineral Analyses of Surface Waters". -88- u c ^ 3 c 0! O a o ■o 0) o 6- 1 0) o o, to o n a. r-i IJ M _ d G e -o g O ^ .-< ^■^ ft M 01 pq & ft a o o i>j ^ o o X a) i^ o CM O 01 1-1 ft o i. :5^ e 0) 01 U3 O 3|o O . rHiO u I J- o CM C^ o 5 CM J- C^ o ■a UN C^ O • o « o O O o • 0^ o • o o M3 o O o o 1 • o A! uv ft OS j3- o O &? o o UN en tn PN O O J- o tas b Io o unJo ^lo J- H!lO ^15 Be j>Jd cm}vo UnJiH ^i - -, cmI • i-ll « VO]^9H CMJ'sO JH|C^ ja-|Jo cmIsH J- |rH ?n|cm j-JcM \c3?n O '^ CO CO o o o O OO CM o O I NO <■) •H J.! »-i e S 01 •^ I- d o UN I NO e ON Co 4» a CM ° cno lUN UNJUN Jo cnKo l^Jo en +> lb o ■o lU-v ONlrr j-tjCM I& I ** oKd UN o Oo|c-t rt|0 OL3- jco crvPo cTN t. en|iH cm] Io |o ON UN ° <^ ° o ON)r-v uJ'? d!^ cnJiH eMJ^^ o|o \?^ onIc UN 5 12 UN en ON o o en o o en o UN en o o o a O 01 if ? t. o I. 2" ■S 0) S-l 3 OIUN NO o fHUl- olS m O iH CMJejN o CM CTN tl ■3^ r-t UN ^ UN jiuN 1 ! o 1 B *■ UN OO O en CM O ^Joo i-i x^ CM en sJ^ t sH 8 1 si- .-1 en iH UN UN UN J- en CN en t n c c 3 a. « 00 •K iH « rN jS c 0) o & O a u. t- ■?. • • •• rH •o n ^ 1 •o H. •^ (-1 o. ♦ • •o o n o a C^ o 2 c .. .. o v^ I-) c 1-4 o o «-H t r-t fH t. B at o. d? t. t/3 a> m O. 4» c '" •• (0 « P\ +» rt O ^ 3 a- 9 ^ s o ■H 10 +» g M 3 •(^ v4 +> m C d o s o iH .• •« «i i. O C ^ Tt •T* *-t .. .. d o vo o rv I-! ■t^o X rt ir\ o C^J . f •• 1 « •o a IV1 c; +> »HI e. (I> a 5 o «-l o to (A 5^ J- » o CO ^ f oo o C-l en oo en l-l o • o * o ■ o CM • o J- o • o o|o t o crv en en I I o us UN I en ^ en 2> ON ON ■ en 1 en o\ ON ff o ^ p N a> 3 CD > >J tS » d a to eM|o d2 oo o <-l UN O en ONp* eTNjcM NOir-l en oo en t-i • fH en CM^O ON tr en c-4 • r-( CM CM en • fH CM )S6 CTN O CM rH CM J* CM UN UN ■^^ o • cn|uN 115 cM|tn en ^ en VD • CMja- UN UN cmT:^- T3 v4 ■»> c o o en 4» •H I 1 ) 1 o ON > M3 en J* ■f> •r4 c » o cn|o CM O CM CM • iH UN 1 t s CM O UN +» » o 1 1 1 • r< O ON O CO • J- CM cn •H c O 1 CM O r-t O en?\ t^ • 1° CMJ^ 0) o CM rH CM CM ^ o 1 O UN • CM CM 1 1 UN r-l O . u^U^ UN UN t^cn coja- ^cn CTN OO . ml 1-1 d5 UN t~^ cn o • rH UN UN a o +> to w >» U) to C 6 3 -H +> 3 X o I M Jj- » CM a: 0) C>-i o O -H •O c c 3 3 C d L. d 3 S :* g > XI d o C O 10 ai •a >> u £: d •a » S « +» • >>C/3 TJ r-l 0) d o +> c »< d < rH d « < a. H +> (0 d •o +» l-l O t3 CO 0> +» -o »< <» c > rr> 3t rf ^ O "O o »90- Quality of Ground Waters Ground water quality varies both in composition and concentration throughout the Santa Margarita River watershed. Kost of the ground water basins contain \iraters which are generally of good mineral quality and suitable for prevailing beneficial uses. The 280 complete and 759 partial mineral analyses of ground waters, including IO6 complete and 13 partial analyses from wells outside the ground water basins are presented in Tables H-3 and H-U of Appendix H. Typical mineral analyses of ground waters, selected from Appendix H, are presented in Table 18. Table 21 presents a summary of the 17li complete and 7U6 partial mineral analyses of ground water basin waters, including ranges in mineral constituents, variations in character, and irrigation classifications. As previously mentioned, the majority of the partials are from wells in the Santa Margarita Coastal Basin. -91- • c :^ g E- -O O o o. n a oa & s &. a. c •H E o O o ^ o o y, a ir\ +> a. 2J OO C^ o CO CO CM CM J- CJ o -a CM O CM •-I JO ON c^ M3 J2 ■3^ X> CM < r-» UN CO o t^ S C^ a CM f^ c 1 £ 1 .-1 ( a> 1 e 1 a 1 o ■^ o > ■a: c 3: ■H > o 3: w t. 5 w § CM c CM •«-4 CM &. c\ T3 < a c\ » rH a> \ m Ul 1 rH s \ 1 3 N^ •H to (. 10 o oj to i«- f-l w R t/5 o ^ Ec< VO >4 ca f^ iij 3: vo «»: ■J tn OO ■92- k< -f 1 ©CO CL, » S o 1-1 1 3 0^ d TJ o a o a) to to a E-< X o> u •k f-4 •on cS 1 OJ -o ■P m > -H 8 O ^ r-l 1-1 Si E-. T3 o o a to lA a CQ Oi O. Ec B. O. c^ p *^ c •' " O c W iH o iH O ^ rH rH •H tH B 0* •• •H e fe <5^ u O. to (B O, (0 0, .. m c +> Q> c^ t^ iH o a ^ o a, ■x ■H 3 • t .. g- c^ o c o •rt Vi +> c <» i<^ 3 -P 'f-* +> m c a) o 2 o »-l ,* •• te p. O « Id i^ a '^' ■o IB a r-H +^ O. .o E iH rH 0) ST ^ C4 oo o oo 1- en •p Hi «|R J- ^ J- ITv NO ^ ^ UN • VO • NO • iH • Ol UN CM UN UN C^ O o VO ONI NO CM J- Jt CM CM Ol t tv • CN • CM 1 1 cA d-lND 1 St c =3 1-) CM 1 1 NO O 1-1 O 1 •H * • i 1 x: u^ o CM O a, 1 UN t-^ 1 "^ CO CO U^ UN o UN CJN CM OO NO t-- . (. n| . iH vc CM i-i|r~~ 1 iH JJ\ iH Jt ON I NO o B cS c<^ a CTN C^ m 1-1 1 o d i-i o iH ^-.. •o ^\ oo ^ OO u> o 0) u 1A iH iH| O I UN o c^ oo C^ CM UN UN O VO ^ OO CN R 5^ NO o o d n 4 INO UN fH|f-t I J3- O ico 4 ON C4 col • US CM « CM UN ON r-l I 1-1 iH ^ _} o a c\ iH NO rH iH iH :4 .4 CM B CN ~v. •H ^ W Id (0 CO cc -93- s << 05 TI n 3 r^ o t; ^ x s. > 3 cr ir\ Q> o S »< .0 .» u ■e Sxi o 3 +> • > o> •H +» IB 0] c Z o O 1-1 " d! ^ B •H s '• •• d o 5. VD o o rH +»0 X J- ON OS d j3- o o « 60 o b •o NO • o|o oies cmI • 1-1 |«n ool • OjO i-IIO ndI • CMI • NO|<^ oo CMl • NOl«^ CO o ON ON ON CM O UN O o ON ON CM O I O ' cH O g. m o« o c fl a Hi J3 CM J^ s CO to r-t o ^ ^ a W X O o fH volo ji-| oopL ICSJ r^ ti J3- ON ITN I OO ; T! th CM IfN i -9li- Quality of Sjjring Waters Discharge from springs in the Santa Margarita River watershed is small and limited generally to domestic use, therefore the following discussion of spring water quality is restricted to the criteria established by the United States Public Health Service and adopted by the California State Department of Public Health. Complete analyses of hi sampilB s collected from k^ springs located in Hydrographic Units 1 through 5 are presented in Table H-1 of Appendix H. It is believed that fex^r if any springs exist in Hydrographic Unit 6. Typical analyses are presented in Table 19. -95- Id b. o t/1 U l-l ^ H ^ _] s < «? ei ri r' w t. -p <1> C tlj i^ " a o W 't> r^ t 0) C> Hi "O O •f> lU ra o S O 05 to CO A 6- £ «> O O. i^ rH •© W Oj t «> T3 ■p m > .H 6 O 'H r-t (H O. t- TJ O O O. to to e CO o. a e c^ a. a. c>-» o s c ■ • • o •w c iH l-l o rH o ■H •H il Q iH •H u E a> ^ o. o u w a> VI a. ■!-> c ■• • to Q> <^ += i~* o ^ s o. •H 3 cr 0} c^ o c tj> ■H CQ +> c o ;^ 3 +> • • * ■H +> to c d o o .( ■H t Hi (. c ^ •H s " *• 0) o i "vo" s..^ X <« ir\ O ) rH|rH fH|rH « CM • t~--|c^ ooK J- eg o CO oo r^ o J- i-H CM CT\ Zl- ir- CO +> +> o fi » ■H a 1 c c*^o C3 t=> O O 3 CO tH o. VD D. r^ • 0) VO eg tS J- rH L. I. ta tD o o t. rH u t^ ■o C^ 73 d- >) « >v • B J- O tr\ =1 \D O ■ o oop OO Ln • • t^ t^ o c^ ir\ t~- «^ <^ C I.T CO ON U f^ 71 ^ O to in V !>, cr. C -n «> [fl rH (1> o g, to a ■H 2, 3 390- HO- 0,1- 5|- 1,334 745 0,4 90 695 23 NA, HC03=CI TO I, 2, 3 337> 60- 0= 48- Na, CI 9,030 4,910 0.4 69 -100- The analyses show that in the saiaples collected from a majority of the springs in Hydrographic Unit 1, the chloride concentration exceeded the recommended limit of 2^0 ppm, and that total dissolved solids exceeded the desirable limit of 500 ppm but were less than the permitted limit of 1,000 ppm. In the six samples collected in the Unit, hardness ranged from soft to moder- ately hard. One analysis of Miirrieta Hot Springs water indicates a fluoride content of l|.ij ppm, materially exceeding the limit of 1.^ ppm. The analyses of sixteen samples collected in Hydrographic Unit 2 indicate hardness ranging from soft to very hard, with the majority classed as soft. The limit for fluorides was exceeded in one sample and the desirable limit for total dissolved solids was slightly exceeded in two. In six of sixteen samples from springs in Hydrographic Unit 3, total dissolved solids exceeded the desirable limit, but in only three was 1,000 ppm exceeded. Indicated hardness ranged from soft to very hard with 10 of the l6 samples classed as very hard. Waters from sampled springs in Hydrographic Units h and 5 were found to be suitable for domestic use in all respects. Those in Unit h are classed as soft and in Unit 5 the range is from soft to moderately hard. Water Quality Problems There are few known problems of pollution or contamination within Santa Kargarita River watershed. There is, however, a threat of salt-water intrusion in Santa Margarita Coastal Basin, a contamination by an industrial waste discharge exists in the Murrieta area, and high concentrations of nitrates are found in a few limited areas. Irrigation application of waters of high per cent sodium found in certain localities in the watershed also presents a problem. -101- Sa lt-Water Intrusion - Santa Margarita Coastal Ba sin. Ground water in Santa Margarita Coastal Basin is of fair quality, being generally Class 2 irrigation water. However, sample s from a few wells have been of poor quality. U.S.G.S. test well 6, 10S/5W-23Q1, yielded samples with chloride con- centrations of lii;0 and 600 ppm in 19^1 and 1952, respectively. This well is at the edge of tlie Recent alluvium and it is probable that the poor quality water is connate in the La Jolla formation, Telj, which is adjacent to and underlies the Recent alluvium at this location. On January 10, 19^2, samples from well 11S/5W-2ICL reached a maximum of about 525 ppm chloride ion concen- tration after test pumping for 20 minutes, and remained stable thereafter throughout two and one-half hours of pumping. A composite thief sample obtained at a depth of 185 feet during pumping contained 875 ppm cM.orides, which indicates that poor quality water is obtained from the lower levels in this well. A series of water analyses, mostly partials, taken from this well tiiroughout the period November, 19ii7, through November, 1952, indicates that water quality deteriorated from 2k3 ppm chlorides to k50 ppm between November, 191|7, and December, 19ii8. The concentration remained fairly constant for a time thereafter but reached a ma>dmum of 610 ppm in November, 1950. On the date of the last sample reported, November, 1952, there were 532 ppm chlorides in the water. The use of the well is said to have been discontinued in 1950 because of the high chloride content. This well is located near the boundary of the San Onofre Breccia, Tmso, and La Jolla formation and the latter forma- tion probably underlies Recent alluvium at the well. The poor quality water very likely is derived from the La Jolla formation. In support of this belief, it is noted that samples from windmill wells in the San Luis Rey River watershed to the southeast which were drilled in this formation show chloride concentration of 800 to 1,000 ppm. -102- On January 3 and k, 1952, when ivater levels I'jere near the all time low, a series of samples was obtained from test wells in and downstream from Ysidora Narrows. These wells are llS/5W--2Nl4 midvxay in the Narrows, lOBl at the lower end of the Narrows, and 9Jl on the tidal flat at Highway 101. A representative pumped sample at test well 2Nii contained 600 ppm of chlorides, but a composite of thief samples taken at the 195 foot depth during pumping contained i;,910 ppm chlorides. Analysis of similar samples taken at the other two wells showed that chlorides at test well lOBl were 6$0 ppm in the pumped sample and 1,290 ppm in the composite sample at a depth of 19lt feetj at test well 9J1 chlorides were 2,190 ppm in the pumped sample and 20,300 ppm in the com.posite at a depth of 292 feet. Pumped samples obtained in June and July, 19^1^ at the three wells had the following chloride content; well 2Ni4.j U60 ppm; well lOBl, 390 ppm; and well 9Jlj 1,900 ppm. Thus the pumped samples at these wells indicate increases in chloride content of 190, 260, and 290 ppm, respec- tively, during the latter half of 1951. On January 9, 1952, water samples were also obtained from the Pacific Ocean and from the lagoon on Santa Margarita River at Highway 101. Comparison of the relationship between all constituents of these x^aters with the samples obtained at depth in the three test wells mentioned above indicates marked similarity between them. Prior to and at the time the above samples were taken, a landward gradient in the ground water profile existed from the vicinity of Highway 101 near the ocean to Ysidora Sub-basin in the vicinity of well 11S/5W-2E1, as shown by water level profile of August, 1951, presented on Plate 20. Consid- ering this adverse gradient and the results of the analyses discussed in the previous paragraphs, it appears likely that the degradation noted in Ysidora Narrows was the result of intrusion of sea water through the avenue of approach afforded by Recent alluvial deposits which extend from Ysidora Sub-basin to the ocean, -103- The extent of degradation frora this source is believed to have been adequately monitored by the collection of a large number of samples from irri- gation well 11S/5W-2E1 over the period November, 19hl > through November, 1952c Partial analyses only were made on most of these samples, but there were a few more complete analyses. Chloride content in the samples increased gradually from 168 ppm in November, 19ii7 to 308 ppm in April, 19^1, at which time pump- ing of the well was discontinued. By November, 19^1 j chlorides had reduced to l8h ppm which value is comparable to chlorides in other wells throughout the Sab-basin. In June, 1952, and November, 1952, the chlorides were reported to be lii8 and I68 ppm, respectively. Thus, it is likely that the degradation extended to well 2E1, but because that well was pumped through April, 1951., and ground water contours indicate it was at or near the center of the ground water depression in the summer of 195l.. it is believed highly improbable that sea vjater could have penetrated inland from the well. From a study of ground water levels in Ysidora Sub-basin in conjunc- tion with the water analyses considered herein, it is apparent that degradation in the Sub-basih, whether from connate waters or from sea water, is the result of lowered ground water levels. Marked improvement in the quality of water in Ysidora Sub-basin occurred after the flood runoff from the storms of December 30, 1951^ through January, 1952, reached the areao No discharge occurred at the Ysidora gaging station until January 13^ 1952, because of percolation which took place upstream in Santa Margarita Coastal Basin and because of the effect of sand dams which detained runoff in Ysidora Sub-basin until they were washed outo Murrieta Chrome Waste Discharge . One incident of contamination by a waste discharge was discovered and brought to the attention of the Division of -lOU- Water Resources in March, 1956, when it became known that chromium plating company in Miirrieta had been discharging hexavalent chromium wastes to the ground surface and to a cesspool. Four vrells in the immediate vicinity of the waste disposal site were polluted with hexavalent chromium in concentrations up to three ppm. Eighteen other wells in Murrieta and vicinity contained traces of hexavalent chromium. After the ground discharge had been halted, additional samples of ground water were obtained, but at the time of publication of this report the results xirere inconclusive. High Nitrate Concentrations . As reported previously in the quoted domestic water quality standards, waters containing nitrate concentrations in excess of iiU ppm may be considered to be of questionable quality for use by infants, and therefore are generally unsuitable for domestic or municipal use. Water samples from only 11 wells throughout the xratershed, most of them in Iturrieta Valley or in the Fallbrook area, vrere found to contain nitrates in excess of the stated limit. In all but one of these sarap]es the concentration vras less than 67 ppm. No evidence was found which indicated that the excessive nitrates resulted from conditions other than those peculiar to the individual i-rells concerned. It is believed, therefore, that the quality of water near each of the wells in question has been degraded in some degree. Sodium Type Waters . As previously pointed out in the discussion of water quality standards, waters containing high percentages of sodium are not well suited for agricultural use in most instances, although such waters may be used on some highly permeable sand;/ soils irathout detrimental effect. There T-re several areas i-dtliin the Santa Margarita iiiver watershed where ground Haters coiitaiu hign percentages of souiiun ion. One such area extends along -105- thQ northeast side of Wildoraar fault, and includes Santa Gertrudis Basin, the deep artesian aquifers of Pauba Basin, and portions of Murrieta Basin north- east of the fault. Ground waters in this area and springs along the fault contain sodium in percentages ranging from 65 to 98 per cent. A niimber of the wells are used for irrigation. Ground waters in portions of the Radec and Lancaster Valley areas are also high in per cent sodium. The quality of these waters appears to be associated iifith the undifferentiated Upper Pleistocene sediments, Ops, which axe adjacent to and underlie portions of Radec and Lan- caster Valleys. The artesian wells of Pauba Basin provide about 10 per cent of the ground water used for irrigation in Pauba Valley by the Vail Company. The artesian waters are applied therein ^jith caution, and are mixed with other waters to reduce the per cent sodium. -106- CHAPTER III. WATER UTILIZAHON AND REQUIRMENTS The natiire and magnitude of water utilization and requirements in the Santa Margarita River watershed, both at the present time and under probable ultimate conditions cf development, are considered and evaluated in this chapter under the general headings; "Present Water Supply Developraent'% "Land Use", "Unit Use of Water", "Factors of Water Demand", "Water Requirements "j, and "Supplemental Water Requirement". In connection with the discussion, the following terras are used as defined; Water Utilization - This terra is used in a broad sense to include all employ- ments of water by nature or man, whether consumptive or nonconsumptive, as well as irrecoverable losses of water incidental to such employment, and is synonymous with the terra "water use". Consumptive Use of Wa ter - This refers to water consumed by vegetative growth in transpiration and building of plant tissue, and to water evaporated from adjacent soils, from water surfaces, and from foliage. It also refers to water similarly consiuned and evaporated by xirban and nonvegetative types of land use. Water Requirement - The amount of water needed to provide for all beneficial uses and for irrecoverable losses incidental to such uses. As used in this report, the term refers only to consumptive uses of applied water and attendant irrecoverable losses. Applied Water - The water delivered to a farmer's headgate in the case of irrigation use, or to an individual's raeter in the case of urban use, or its equivalento It does not include direct precipitation. Irrigation E f ficiency - This refers to the ratio of consumptive use of applied water to the total amount of applied water, and is commonly expressed as a percentage. -107- U ltimate - This refers to conditions after an unspecified but long period of years in the future whan land use and water supply development will be at a maximum and essentially stabildzed. It is recognized that any present fore- casts of the nature and the extent of such ultimate development, and resultant water utilization, are inherently subject to possible large errors in detail and appreciable error in thfs aggregate. However, such forecasts, >4ien based upon best available data and present judgment, are believed to be of value in establishing long-range objectives for development of water resources. They are so used herein, with the full knowledge that their re- evaluation after the experience of a period of years may result in consider- able revision. ?£^.®3*Ji!tlS.?l Supply Development Tlie major portion of the water presently used in the Santa Margarita River watershed is pumped from the xmderground , with a lesser but significant quantity being diverted directly from surface streams and springs. Kegulation in Vail Reservoir on Temecu].a Creek, irtaich was completed in 19h9 and is the only major surface storage development in the watershed, serves to augment both sur'face and underground supplies. Water S erv ice Agencie s Major active water seinrice entities in the watershed are: Fall brook Public Utility District, which serves domestic and agricultural water to an area which lies partly within and partly outside the Santa Margarita River watershedj Rainbow Municipal Water District, formed recently to supply Colorado River water to an area lying partly within and partly outside the watershedj United States Naval Reservation, comprising the three military -108- '-:^'4m^' .'tr Vail Dam Courtesy State Division of Highways Santa Margarita River at De Luz Road Ford commands—United States Naval AmiMnition Depot at Fallbrook, United States Naval Hospital, and the Marine Corps' Camp Joseph H. Pendleton— which derive water for military and agricultural uses from Santa Margarita Coastal Basin and from Santa Margarita River by direct diversion^ Vail Company, which derives water for its agricultural uses from Pauba Basin and from Temecula Creek, which as stated is controlled by Vail Reservoirj and South Elsinore Mutual Water *^orapany, the service area of which extends into the Santa Margarita River watershed, but which at present serves domestic and irrigation water to areas outside the watershed only. Rainbow Municipal Water District was annexed to the San Diego County Water Authority and to the Metropolitan Water District of Southern California on April 10, 19Sh' Water deliveries to the District started in 1951ij but it is believed that no water has yet been served within the Santa Margarita River watershed. Service areas of the fore- going entities are delineated on Plate 6, "Hydrographic Map". It will be noted that all lands of the Vail Company and of the Naval Reservation are included in the service areas of those entities, although legal restrictions relating to riparian lands and to appropriative water rights as discussed in Chapter IV, "Legal Considerations", may operate to limit the use of water from Santa Margarita River to supply a portion of such lands. Ground Water Extractions In the Santa Margarita River watershed there are about llj^ wells of relatively heavy draft, equipped with pumps having motors of 5 horsepower or greater. Of these, 135 wells supply water to meet irrigation requirements and 10 are used for military purposes. In addition there are about 250 other active wells in the watershed. Ground water extractions by the Vail Corrpany and the Navy have been measured for a period of years, and for these entities -109- the monthly totals of extractions are listed in Tables 22 and 23. It will be noted that for the Vail Company the values shown for the period October, 1922, through April, 1930^ include surface diversions. Measurements were made by water meter and in some cases by measured pumping rates and recorded time of operation. Pumpage by other water users in the watershed was calculated for the year 1953 by utilizing kilowatt hours of electric power consumption and values for pumping plant efficiency, as determined by pump tests, or by apply- ing appropriate values of applied water to areas of irrigated land. Total groijnd water extractions for 1953 are summarized by hydrographic units in Table 29 <- "110- CVJ w 0) 0) (in a (D O M +> o H e ■P 0} §> R a. ■a: . „ , OUN o o o O vr\ C C C « -V MUM '^^A 0\rH oo CO On OO UNvO t^l H r- H Crs O ^^ os oj j-( r~-u\ IvOCO-:? CVJ OsXA 00-3^ CM CM CM -3 C^ UNCM CNO t-- rH rOiH UN r^ CM r^ CM XA C- CJs rH f^ UN. O CM CJnCM ,ClT^ rHrH CM_3r- r^lo, O CM O HiH CM vOvO O r-J ! OO CN I CO O II cncM O CM -J CO CM CM CM ! r^ r^ I OO r^ 8 -3- « o -p fnCM o •H U a, I -3 On i r-co o o © u o I I vO \0 CM CM CM r^ CM CM CNUNCMvO CO CNCO OO, CM NO O H CM r^_3- CM CM CM CM CM t a t I I C?nO (■-( CM r^ H CM CM CM CNl vOU>r^Xrv-^ CMHHiHiH CD CO r4 1-1 "I NO ' * NO' I NO 1A\f\ vO r- cN t— f^ CM OO, roUWA C— O- C~-nO CO iH CO OnO -3 roroo f^co r^ r~- t^vO vo -3- On On no CM XA £^ f~- O. O IAXAOn CN On CJn OO 0\ ro CM OO .JTOvO lA -=ro r-iH-3 o r~- o NO r~ lArH H"U\rO nO NO -3'r--3' CO CO f- CM NO NO ,3- f^T-i OO \AnO \f\f-i •^N.^^-^-rH H ^ t-i OO ON CO NO NO -=f CM CM C^OnO rH CO UN f— OO C^ OO CM rH r~r-l O CO H OO -3 UN NO C^ CM CM r-l NO CO COUNUN -Ct .ja' rH UN. 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I. o c u 4* n M -o Oj 1-1 to § § « T> C » c 3 * 4h iH ft f-l O E t. >> C 3 • 3 O -H ft O o t>a c C e et! rH SO tid 3 tt) 3 o ■a oj c 4-1 ft ■H -H fl j:: i^iH (4 ft •t^ t^ o +> t- C m C T) 0) o (t) a c U r-l no O » « q E e S o 5i $ «J ^J3 1-1 .$t. Id ci b Kl a ^ s X -p ta ii> u a> .c to ® S 5i.H +» 0) iH a> 3 (. L <» (, CO a OS O CJ +> O o o en 3 0> ,-3 o o ° 1 u o o\ TJ Oj r-l 3 ;h «> II i^ 41 ■H a ribu f oahu reek E t. iH 0) 0) B ft IL. O O (, » to +> +> O U E- O o O c^ CO +> CO « g<'V B (. • o e o z a, s -3 O^ 5 0) $ Sf n W 1 o B) I R O o u o Q g Si I R o e c. o -127- TABLE 25 ESTIMATED ANNUAL SURFACE DIVERSIONS In Acre- -Feet Diversion t Owner t Diversion number : 1951 : 1952 t 1953 7S/1E-2UC Shipley- a a a -26F Li nke 1 1 1 -35E Kerr u a b 7S/2E-12N Worcester a a a "13C Worcester c c c 7S/1W-12H Duncai;! Industries a a a 8S/1E- 7R Oviatt li|0 l60 165 - 9Q Tyler 115 a 250 -l9^a Knox a 185 260 -19M2 Richie c c b =19N Patten 2 2 2 -29L Gibbon- Cottle 730 kSS 665 =29Q Barton a 13 21 =-29R Trunnell 8 b b =35m Bergman 370 390 Uoo 8S/2E-22H Toner a b b 8S/3E~31G Grossman and Paris ,a a a -31K Grossman and Paris a a b 8is/3E-31R Grossman b b b 8S/1W-1CD Vail Company 235* 1,585* 6,880* -25b Jurkovich c c c -29R Lohman c 1 c 8S/3W-31L Bradshaw a a a -33Ql Henderson a a 22 8SAVJ-2IE Matthews a a 12 =30B Garnsey b b b -30H Garnsey a a 155 -31 K Butler a a 13 "31M Dr. Mangan a a 5 -32E Dr. IiJilson a a 21; -36D Hansen Estate b b b 8S/5W-13Q Seery c c c -23J Nelson c c c -23Q Evring b b b 9S/1E'12H Ward So 80 b -12L Denio c c c =12R Denio c c c ^29C Weber and Lawler 3 2 2 9S/2E-17F Oviatt -Bri nker hof f 80 (July-Dec 115 235 -20C,E Lloyd 1 1 1 -21L Oviatt, Gumming s, and Harmer 1 1 1 -128- ESTIMATED MNUAL SURFACE (continued) In Acre -Feet ; DIVERSIONS Diversion • : Oimer « number : 1951 : 1952 : i 1953 9S/2E-28C Studer Estate b b b -28R Oviatt 115 120 80 -3i|L Graimner 1 1 1 9S/3W-i;Fl Peters a a 15 -hF2 Russell c c c -ilG Freeman a a 2 -liH Mortz c c -llL Warren a a 8 -liia Lange a 1 2 -i;W2 Wanna tick and Portney b b b -i;N3 Smith b b b -Up Jennings a a h -^R Helm and Pankonian 3 2 h -7D1 Fallbrook Public Utility District 860 860 1,750 -7D2 Sawday a a 70 -7F Merickle c c -8A Ludgate c c c -SB Hanes a a 120 -9E Pepple a a 15 9SAW-12H Turnbull c c c -3ilN U. S. ■ Naval Ammunition Depot 70 100 100 losAw- 5d U. S. Navy, 0' Neill Ditch l,ii00 UU 6 * Releases from Vail Reservoir. a. No estimate made. b. No apparent use. c. Less than one acre-foot. -129- There are two su.rface reservoirs of significance in tlie watershed. Vail Reservoir, previously mentioned, and O'Neill Lake in the lovier reaches of tlie watershed. Other reservoirs exist but they are small and provide little if any carry-over storage from one year to the next. Releases from such reservoirs are included with the direct surface diversions c O'Neill Lake on Camp Pendleton" has a storage capacity of about 1,300 acr.e-feeto It is supplied by runoff in Fallbrook Creek and other tributaiy streams,, by sewage treatment plant effluent, by direct precipita- tion.., and by diversion from Santa Margarita Rivei' through O'Neill Ditch. At the present time the reseriroir is used primarily for recreational and esthetic purposes at its location adjacent to the United States Naval Hospital, within the reservation of Camp Pendleton. Under the present mode of operation the lake levsl is maintained at or near full capacity, allowing sewage effluent from plai-t 1 and the Naval Ammunition Depot plant and tribu- tary runoff to enter the reservoir and, except during periods of high runoff, aHomng Santa Margariiia River water to enter the lake through O'Neill Ditch. This ditch, through an arrangement of gates and by=pass channels, "floats" on the lake, and as a result water diverted from Santa Margarita River enters the lake only when the other Inflow quantities are insufficient to satisfy consumptive use due to evaporation from the water surface, and incidental use by phreatophytes at lake's edgeo The quantity of this cinsmcptive use is estimated to total 390 acre-feet per year, based on the actual fluctuations in surface area which occurred in the period April, 19h5) through September, 1951 " Any inflow in excess of the above consumptive use overflows to Santa Margarita Coastal Basin belowc -130- In past years, since purchase of the former Rancho Santa Margarita Y Las Flores by the United States of America., occasional releases have been made from the lake to the ground water basino Such releases senre to recharge the basin by percolation to the ground water body just as the basin is recharged by (l) Santa Margarita River water not diverted in O'Neill Ditch^ (2) flow in O'Neill Ditch which by-passes the lake^, and (3) over- flow from the lake^ Thus Santa Margarita River water, which percolates and is subsequently extracted from the ground by pumping for beneficial purposes, is beneficially used whether it passes through O'Neill Lake or note Releases from the lake, therefore, neither add to nor detract from the beneficial use of the water so extracted. Prior to sale of Rancho Santa Margarita^ O'Neill Lake was used to store Santa Margarita River water generally at all times except during periods of excessive runoff, and releases were made by gravity to irrigate lands overlying Santa Margarita Coastal Basin, Under the present method of operation of the lake and the ground water basin, extractions fron: which supply all water used on Camp Pendleton in the vicinity of Santa Margarita River, the yield of O'Neill Lake is considered to be zeroo Vail Reservoir on Temecula Creek was built by the Vail Company and completed in June, 19U9» The dam forming this reservoir is a variable radius arch concrete structure, 130 feet in height from stream bed to crest. The reservoir capacity is about ii9.o500 acre^feet. The spillway of the dam was designed to pass a flood of 72^000 cubic feet per second. Application for the right to store water at the site was first made on August 2, 1919, under appropriation Application No, lit23, but the project was actually constructed under Application No, 11.518, dated August 16, 19ii6o Gates at the dam were =131= first closed in November, 1948, and to date the reservoir has not filled^ Relatively siiia.ll releases to Temecula Creek (i„e, to ground water in Pauba Basin) were made in each of the years 194? through 1952, and in 1953 a dis- tribution system was completed and water was released for irrigation of lands overlying Pauba Basin, downstream from the dam. The calculated safe yield of Vail Reservoir for the critical period 1895-96 through 1903-04 is 6,800 acre-feet per season, based on the semiseasonal inflows to the reservoir presented in Appendix I, Table 1-2, Allowance waa made for reduction in effective reservoir storage capacity d'j.e to sedimentation in the amc^jnt of 4,640 acre-feat c This amount rep- resents the loas after 50 years of operation j estimated tc be 0'„8 per cent by volume of the reservoir inflow for that period, Semiseasonal distribution of demand was made in accordance with historical use by the Vail Compary as presented in Table 37, the October-March demand being 32 per cent and the April-September demand 68 per cent of the total. Estimated mean seasonal precipitation of loOO foot at the site was distributed in accordance with the average indices of wetness at key stations as presented in Table 4, and further divided semilseasonally according to percentages of actual precipitation which occurred at the key stations,, Semiseasonal gross depth of evaporation from the reaeirrotr water surface was estimated to be 1,42 and 32? feet for the periods October-March and April-September, re- speotivelyo These values wers adopted from long time records of evaporation at Lake Elsinore„ In calculating net evaporation, allowance was made for the quantities of water that would have been salvaged from the former swamp in the reservoir area. Considered as salvage was the portion of -13* consumptive use of the swamp which was derived from runoff. This allowance was based on data, presented in the following table, which were taken from the report "Vail Reservoir Report on Salvage of Evapo-Transpiration Losses", by A. L. Sonderegger, dated July, 19ii8. TABLE 26 CONSUMPTIVE USE BY FORMER SWAMP LANDS AT VAIL RESERVOIR Net seas onal : Monthly distribution consumptive use s of consumptive use Contour ; Use in ; « Per cent interval s acre-feet ; Month s of annual 1350-1360 38 January 2.6 1350-1370 137 February 3.2 I35O-I38O 187 March 5.5 1350-1390 351 April 8.6 1350=1100 502 May 11.7 I35O-II4IO 666 June 13.1 1350-11420 836 July 15.7 1350"li430 1,135 ATigUSt lii.2 1350-lliiiO 1,272 September 11.6 l350-ia50 1,371 October 7.0 1350-lii60 1,1438 November 1;,2 1350-II470 1,1;87 December 2,6 Areas and capacities of Vail Reservoir for various depths of water at dam, as prepared by the Water Resources Division of the United States Geological Survey, are presented in Table 27° •133- TABLE 27 AREAS AND CAPACITIES OF VAIL RESERVOIR Depth of ; > water at ; Watei' surface ; Storage capacity. dam. i area. s in in feet t in acres s acre-feet 10 9 39 20 Sk 327 30 101 1,093 iiO 162 2,395 50 269 1^,526 60 3h0 7,565 70 li28 11,396 80 575 16,392 90 705 22,780 100 826 30,ii20 110 9it5 39,280 120 1,078 ii9, 370 120cl 1,080 li9,520 Applications to appropriate water have been made for many of the diversions tabulated herein in accordance with provisions of Division 2, Part 2s of the Water Code of the State of California. Applications and pertinent data relating tc them are tabulated in Appendix K. Seasonal quantities of wa':.er directly diverted., or released from surface storage units, by the Vail Company , Camp Pendleton, Fallbrook Naval Ammunition Depot, and Fallbrook Public Utility District are shown in Table 28 o Summaried by hydrographic units in Table 29, "Developed Water Supply of Santa Margarita River Watershed in 1953", are the amounts of water extracted from ground water and diverted from surface streams and springs in the watershed in 1953= '13h- Vail Company Diversion T8S/R1W-10D Follbrook Public Utility District Diversion T9S/R3W-7D1 TABLE 28 SEASONAL SURFACE DIVERSIONS BY WATER SERVICE ORGANIZATIONS In Acre-Feet : Fallbrook ; Camp Pendleton : U. S. Naval : Public Utility •• O'Neill Ditch s Ammunition Vail Go. Season : District from s Diversion ; Depot from from (Goto 1 - 3 Santa Margarita ; from Santa sSanta Margarita Temecula Septo 30) ; River ; Margarita River^; River Creek° : (Diversion s (Diversion : (Diversion ■ (Diversion : 9S/3W-7D1) ; 10S/liW-5D.) : 9SAW-1UJ) 8S/1W-10D ) 192ii-25 3 25-26 13 26-27 15 27-28 17 28-29 25 1929-30 2it 30-31 25 2,5ao 31-32 28 3,050 32-33 52 2,200 33-3ii 81 2,l490 1931-35 68 1,270 35-36 97 2,3l;0 36-37 81 2,i|70 37-38 91 3,3hO 38-39 lOii 2,100 1939-i40 131 1,080 iiO-la 130 1,800 ia-l42 170 1,61,0 U2-h3 203 1,160^ J43-Uli 155 np9aot> 19hh-hS 152 2,280^ U5-ii6 86 3,020^ U6-i;7 86 2,100° ii7-ii8 UO i^,9U0j U,3i;0^ h8-a9 113 68 U2 81 90 136 -135- SEASONAL SURFACE DIVERSIONS BY WATER SERVICE ORGaMZAHONS (continued) In Acre-Feet : Fallbrook Camp Pendleton ! U. S. Naval : Public Utility O'Neill Ditch Ammunition : Vail Co, Season : District from Diversion Depot from ! from (Oct. 1 - ! Santa Margarita from Santa Santa Margarita Temecula Sept. 30) : River Margarita River^ River Creek*^ (Diversion (Diversion (Diversion (Diversion 9S/3W-7D1) 10S/i|W-5D) 9SAW-lliN) 8S/1W-10D) 19li9-?0 382 l,910j l,)470j 62 27a 50-51 S9S 68 235 51-52 1,150 196^ 1,585 52-53 1,215 6,076 53-5U 1,233 l4,ii08 195I4-55 a. Diversion in O'Neill Ditch started in 1883 J measurements of flow available from 1930-31 ^ b. Diversions have, since October, 191^2, largely by-passed O'Neill Lake in O'Neill Ditch and returned to river > c. Surface diversions by Vail Co. prior to November, 1931, are included in table of "Ground Water Extractions by Vail Coir.pany". Data recorded are releases from Vail Seservoiro -136- TABLE 29 DEVELOPED VJATER SUPPLY OF SANTA MARGARITA RIVER WATERSHED IN 1953 In Acre- -Feet Hydrographic ; Unit t Ground t water : • • Springs s Surface water i Sub- : ; total : Import ; Total 1 8,650 200 8,850 100 8,950 2 1,590 70 li20 2,080 2,080 3 530 50 1,670 2,250 2,250 h 3,660 30 6,880 10,570 10,570 5 520 60 2,320 2,900 2,900 6 7,070 7? 070 250 7,320 22,020 ULO 11,290 33,720 350 3ij,070 Land Use As a first step in estimating the water requirement of the Santa Margarita River watershed, siirvey determinations were made of the nature and extent of present land use as related to water utilization. Similarly, the probable nature and extent of xiltimste land use were forecast on the basis of land classification survey data, which segregated lands of the watershed in accordance with their suitability for irrigated agriculture. Past and Present Patterns of Land Use The first land use survey in the v/atershed was made in I9OI4, when a survey of irrigated lands was made in the area comprising Hydrographic Units 1 through h' The results of that survey and another covering the same -137- area made in 1915; are shown on a map included in United States Geological Survey Water Supply Paper No. Ij29c A survey, which was conducted in portions of Hydrographic Units 5 and 6 in San Diego County in 193h> was reported in California Division of Water Resources Bulletin No. )48., "San Diego County Investigation".. A detailed land use survey was conducted throughout the Santa Margarita River watershed during the season 1951-52, and during the summer of 1953 the irrigated lands were re-surveyed. Acreages of each land use type were determined by measuring the respective areas, exclusive of highways and county reads. Farmsteads and arban areas were separately determined, and for irrigated lands, an additional one per cent of the area was deducted for access roads to obtain the net irrigated area. The resultant patterns of land use in 1952 and 1953 are shown in Table 30» The classification "Roads", in the table, includes highways, county roads, and estimated areas of farm roads. Areas classified as "Urban" were restricted to Fallbrook, Temecula, Murrieta, Wildomar, and Camp Pendleton on which paved airport, warehouse areas, housing, hospital, and barracks areas were classified to be urban. Total irrigated land in the watershed increased 750 acres or 13 per cent, oetween 1952 and 1953, nearly 600 acres of new land being placed under irrigation on Pauba Ranch upon completion of a system for distribution of Vail Reservoir water. For com.parative purposes the results of these and the earlier surveys are summarized in Table 31" -138- Avocados in Fallbrook Area •V:-- ^^* Fallbrook Area Covrtesy Fallbrook Public Utilify Dislricf b. o o <^ Ed C^ ir o> n rH iH a v ■• o E-' CM UN ON »H o C^ si ON O. . tH a) o fe- .. o +> &< -H CM ■O C UN >.» CN^ 1 i 5 UN UnJ s: osl O. = r-l a) o fe^ J O 4» (h ^ CM •O C UN >J o o- W .H o c-\ 2^^ O. o r-l Oj O L, S M o +> t. ^ CM T) C UN !>.D CTN K r^ o o> -H CNU- s: ON O. . rH a) o &« .. o -P S- -H eg O C UN >> » ON C .H O C«N •H CJ UN J3 ON D, i ,-1 ni o t. 2 bO o +> (U -(H CM •O C UN >>& Ov ffi iH O ON ^ i-l UN £ 0^ P. 1-1 dj O b S HO o +» t< -H CM TJ C UN !>>3 ON X rH e D. >. +» » u c ' S o -o 10 3 3 ^ •H O O O O l/NO o o o o OOO r-IC^O CTNO irsC^ UN O 1$ UNOOOOOUNOOOO CO rM UNiH U\VC UN iH UNVO CN ONc^CNnoJ" t^C^NOJIfOOUN C»Njd- CM CO UNOOUNOOOOUNUNI O U\j3- NO UNCO O O ON CM ON J* OUNOSr-li-U-COirN 1 t^ '^ ooooooooooo ON rt UN fH UN NO C^ fH UNOO C^ CO C^C^VO J- f^ja- VO J- O J- NO c^jrf CM ON CO o O t^ rH VO rH «^ CO UN ^ S^ o O t^ I-* CfN iH *^ •» ON UN ^ OOOITNOOOOOUN O CM VD 0\ 1 1 > o o o o o| ^r^ iH fH cr\l ooooooooooo CN. itSjt CM O^ C^ C»^ CM 0\ J" C^ OOOUNOOOOOUN O iH ON ON I O o o ooooooooo O O ON CM O rH CO CM t^ UN^ O-V CACM ON^ ^ CO OO C^ O NO OOOOOOOOOOI o O UN rHt-^OONOt^^ Jj- CM ON OO O^ O O O O O O rH r^ OO NO ON^ C^ OO UN UNOOOOOU^. OOOO CO UNc^ i03'»H nonovocoon o c^ J- CM o UN o o c^ o o CN o ■s s « o OO CTN O UN NO ON J- UN OO OOOOOOOOOOO r^Nooj- o^c>^CMJ3-J- uNt^ J- CM O 3- rH ' - --1 ON NO NO NO OO O^ UN OO o UN J- o o o o o J- UN o J- UN 10 ca T) , O -H C O -H C O rHlH«t,0.rli>t.0.rl «< 45 o 4» 3 Eg Oi rH <^ rH (IS • ^ +» _ c I II » w +» 3 0) urfa gate phyt er b vege rH o 4S O 0) 0) -H O > rH +» ca +» b += -H » rH J3 a> n n 1 b C Ol h > a> 3 d> •H O -HO W ■H oj t rH o a 3: (/) 0- Q 2 g o « &. a -139- TABLE 31 PAST AND PRESENT AREAS OF IRRIGATED LAND IN HYDROGRAPHIC UNITS OF SANTA MARGARITA RIVER WATERSHED In Acres Hydrographic : Year Unit No. ; 190i4 ; l^ir ;■ 193h ; 19 52 ; 195T 1 2 3 k 90 5 6 ~- TOTALS 90 390 1,350 5,690 6,aii0 100 — — 210^ 290 -c — 110, 1,030° ~ 2,090 2,3U0 1,130 890 190 380 930 1,570 750 680 600 580 a, San Diego County only. b» Includes 368 acres in Fallbrook Irrigation District, a small but undetermined portion of which is in Hydrographic Unit 5^ -liiO- Probable Ultimate Pattern of Land Use Land Classifieation <, During 1953 and 195Iis a reconnaissance land classification survey was made of the entire watershed area to delimit the lands suitable for ultimate irrigation developrnento This land classifica- tion survey determined the amount and location of the irrigable lands, and subdivided them into various crop adaptability classes o The purpose of such a classification was to provide a direct approach for forecasting a probable crop pattern that would result from the full development of the irrigable lands, in order to provide a basis for estimating probable ultimate water requirements in the watershed. The classification survey of irrigable lands gave consideration to such physical characteristics of the land as topography, soil depth, soil texture, saline or alkaline conditions, high water table conditions, and presence of rock^ The present agricultural practices, climatic conditions, and ease of irrigation were also considered insofar as they influenced the crop adaptability of the various land classes. No consideration was given to those economic factors relating to production and marketing, which are variable among given areas and subject to considerable fluctation over a period of years. Neither the position of the land, as related to a possible water supply, nor availability of a water supply were influencing factors in the land classification. Previously obtained soil and land classification data were avail- able for lands in the Santa Margarita River watershed, but no single comprehensive survey of the entire area had been made. As mentioned in Chapter I, four separate soil surveys of the area have been made. Together these surveys covered the entire area of the Santa Margarita River watershed. -II4I' but they were conducted at different times ^ by different personnel, and to various standards. The resulting data for much of the area were not generally suitable for purposes of establishing water requirements. The United States Department of Agriculture's Soil Conservation Service is presently making detailed surveys in portions of the watershed. Data obtained in these surveys are ordinarily suitable for land classification purposes, but such surveys are usually made upon the request of individual owners and the total amount of land thus surveyed is relatively small and scattered throughout the watershed. The Marine Corps, however, utilizing Soil Conservation Service methods and procedures, conducted a soil and land classification sxa^vey of all lands within Camp Pendleton in 1951 and 1952. Results of the survey were made available and were very usefiol in this investigationc Although methods differed somewhat from those used in the siu'vey for this investigation, it was possible to adapt the data to the system used throughout the remainder of the area, and a consistent land classification surv-ey of the entire watershed was thus obtained. Table 3^ comprises a description of each crop adaptability class and the standards utilized in the survey. -Ili2~ Northeast of Murrieta Courtesy State Divis'on of Highways ^\l»kt '-^. -4^ "\. Northern Watershed Boundary at Highway 395 Courtesy State Division of Highways TABLE 32 IRRIGABLE LAND CLASSIFICATION STANDARDS Glass Characteris tics V ~ Smooth lying valley lands with slopes up to 6 per cent in general gradient in reasonably large sized bodies sloping in the same planej or slightly undulating lands which are less than h per cent in general gradient. The soils have medium to deep effective root zones, are permeable throughout, and free of salinity, alkalinity, rock, or other conditions which woiild limit the crop adaptability of the land. These lands would be suitable for all climatically adapted crops « VI - Similar in all respects to Class V except for having fairly coarse textures and low moisture holding capacities, which in general make these lands unsuited for the production of shallow- rooted crops uecause of the frequency of irrigations to supply the water needs of such crops. Vw - Similar in all respects to Class V, except for the present existing condition of a high water table which in effect limits the crop adaptability of those lands to pasture crops. Project drainage and a change in irrigation practices would be required to affect the crop adaptability of these lands. For the purpose of this investigation, it is assumed that there will be no change in the use of these lands. Vs = Similar in all respects to Class V, except for the presence of saline and alkali salts which limit the present adaptability of these lands to crops tolerant to those conditions. The presence of salts within the soil indicates poor drainage and a medium to high water table. The reclamation of these lands will require drainage and the application of additional water over and above crop requirements in order to leach out the harmful salts , Vm - This class covers marsh lands which under present conditions are nonirrigable, being under water a large part of the year. The present vegetation is mostly tules and water-loving types of plants. These lands would require extensive drainage before they could be utilized for agricultural crops. It is assumed that there will be no change and that their water use will continue to be the same as the present. If this type of land were developed, the probable result would be a decrease in its water requirement. -II43- IRRIGABLE UND CLASSIFICATION STANDARDS (continued) Class Characteristics Va = Land at present considered nonirrigable due to the presence of saline and alkali salts in excess of agricultural crop tolerance. The feasibility of reclamation of this type of land is presently unknown. It is therefore assumed for this report that the ultimate land use of these lands will remain unchanged. H - Undulating and rolling lands up to 20 per cent maximum slope for large-sized bodies sloping in the same plane, grading down to less than 12 per cent for undulating lands. The soils are permeable, with medium to deep effective root zones, and are suitable for the production of all climatically adapted crops. The only limitation is that imposed by topographic conditions which affect the ease of irrigation and the amount of land that might ultimately be developed, Hp - Similar in all respects to Class H, except for the depth of the effective root zone which limits the use of this land to shallow- rooted crops. Hr - Similar in all respects to Class H, except for the presence of rock on the surface or within the plow zone in sufficient quantity to restrict the use of the land to non-ciiltivated crops. Ht - Similar in all respects to Class H, except for topographic limitations. Smooth slopes up to 30 per cent in general gradient for large-sized bodies sloping in the same plane, and up to 12 per cent slopes for rougher and more undulating topography,. This class of land vail not be as highly developed as other "H" classes of land. Htp - Similar in all respects to Class Ht, except for the depth of the effective root zone which limits the use of this land to shallow- rooted crops . Htr - Similar in all respects to Class Ht, except for the presence of rock on the surface or within the plow zone in sufficient quantity to restrict the use of the land to non-cultivated crops. N - Includes all lands which fail to meet the ninimum requirements of the above classes. 'Ihh' Results of the survey indicate that 109,850 acres of land in the watershed, out of a total of 1;75>100 acres, are susceptible of intensive agricultural development by irrigation. Approximately 33,000 acres or nearly 1/3 of the gross irrigable acreage are valley floor lands, of which the vast majority are Class V, The topography is smooth and level or gently sloping, and is suitable for most types of irrigation practice. Soil textures vary from fine to coarse, but are predominantly of medium texture and in general have good water- holding capacities, and the soil structure permits easy penetration of roots, air, and water. These lands generally are suited for continuous production of all climatically adapted irrigated crops. Irrigable hill lands meet the requirements of irrigable valley lands in all respects, except for topography, which limits their suitability to certain climatically adapted crops under special irrigation practices. Since these lands vary in topographic relief from gently sloping or rolling to steeply sloping or rolling, care must be exercised in the type of irriga- tion practice; and terracing, and/or permanent cover crops may be required. Some of these lands are to be found on recent alluvial soils, but for the most part they comprise residual soils or old valley terrace soils. The best of the hill lands, which have adequate soil depth and are suitable for most climatically adapted crops, comprise about 61,000 acres or around 60 per cent of the total of the gross irrigable lands. These lands are highly valued in Hydrographic Units 5 and 6 for the production of avocados and citrus. In the higher mountainous areas, these lands have limited crop adaptabilities, out are potentially irrigable. The remainder of the hill lands, totaling some 15,000 acres or about 7 per cent of the total gross ■ll;5- irrigable acreage^ are limited somewhat in their crop adaptabilities by soil depth or presence of rock. These lands, however, are suitable for certain climatically adapted crops. Results of the classification of irrigable lands in the Santa Margarita River watershed oy hydrographic units and counties are presented in Table 33' -lh6- +> o ° 2 o o o O o o O o. CO o CO voto St CM CO O t^ t^04 <7\ OO rH o r-* <^ ^ • ^ ^ M •\ • •« o t-vVO C^ r~.rH o\ i-1 iH C^ o J3- u> o 0 c O 0) r-l OO C^ t^ Ji- VO c»^ J- cc vo O ON P^ o CM CM c^-S- <<> o J- UN UN ^ O O t ^ OO Cv •H rv UNrV U\iH o CO NO OO ONND CM C^ 5S o o r-l O ^ CM ON On on ^- iH OO r-4 as o p-v c<^ NO J^ C>J CM CN c^ si o CM UN CM O OO UN UN UN t\ cao C^ NO CTNO CTN 1 S OONO C^ |3S UNt^ CM CM C^ CM UN J- u^ O o O COI CO o o ° i-t •-* o CM CO R ON o NO ^ CM O OO CNJ3- C^ ir\ (T^ UN ONCO OO NO ^ ^ Jt o\ OO IN O C^ CM CM 0\ C^ CM C^N UN NO UN On O ON NO NO NO OO t-^ t^ O ND| ooi ^ CO ^ c o T< a 05 to U U bo 9 9 > c o ■H O ■S "o td to tU) Q> O > •o 2 •H « O « JC -a bD rH O- •r) «> cd fc, t. ca o o > c Jj r< Hi ■O (S w J- +> s •H 9 O 01 J: X> BO rH nJ CO -H -p (4 t. o o o > c "p IK to UN c •S "o A ft w 0) CO •H bo a> o > c t. v-J 0) •a K w bO ■3 NO ♦» s O ■T^ o s: bO 0. « Oj -H i) a S UNrH rH Cr\ CO CJN r^ 0\ |-lJ:^ NO rH NO 01 NO I ON _ r*^No UN J- UN •^ 3 ^ CM •O bO •H e o -11,7- Land Use o Utilizing the results of the land classification, and giving consideration to present and probable future trend of development, a pattern for probable ultimate land use was forecast for the Santa Margarita River watershed for the purpose of estimating water requirements. It has been estimated in State Water Resources Bulletin No. 2, that future exten- sive urban development in this portion of the South Coastal Area will be confined to a narrow coastal strip, a few miles in width. The area of the coastal strip within Santa Margarita River watershed is small, and much of the land therein is either river bottom or tidal marsh. Since it is believed that communities elsewhere within the watershed will remain essentially farm community centers, and that they too will occupy a rela- tively small percentage of the total area, all lands within the watershed are, for purposes of predicting the probable ultimate water requirement, considered according to their sxiitability for agricultural, rather than iirban use. Consumptive use of applied water for urban areas is generally somewhat less than similar use by the average irrigated crops forecast for the watershed, and therefore it is believed that the foregoing assumption is conservative in that the estimated total water requirement is somewhat larger than would otherwise result. As regards the lands within the Camp Pendleton Military reserva- tion, it is recognized that the selection of an agricultural pattern of land use may result in an estimated ultimate water requirement greater than that which will probably occur so long as the reservation remains a part of the Marine Corps establishment. Considering the uncertainty as to what the situation may be after the unspecified long period of years which will elapse before attainment of the "ultimate", it is believed that this higher estimate is desirable. .II48- Resiilts of the land classification were in terms of gross irrigable acreages; therefore^ appropriate percentage factors were applied to reduce these areas to average net acreages that iright ultimately be irrigated in any one season. The factors account for the effect of size and shape of the parcels of irrigable lands, inclusions of small areas of non-irrigable lands among the irrigable classes, production capacity of the lands and probable crop rotation, ease of irrigation development, and inclusion of roads, high- ways, and other non-agricultural land uses. The factors were largely based upon experience and judgment of the classifiers, and knowledge of the characteristics of the lands under consideration. The ultimate crop pattern was projected to the adjusted net acreage of irrigable lands that would be irrigated in any one year. The projection was based on consideration of present crop patterns, knowledge of climatic conditions, and discussions with local authorities, particularly the Farm Advisor of Riverside County and the Farm Advisor and Agricultural Commissioner of San Diego County. Table 3h presents the probable ultimate pattern of land use for each hydrographic unit in the Santa Margarita River watershed. In those hydrographic units which are partly in Riverside County and partly in San Diego Coxinty, the projected land use has been segregated by counties. In Hydrographic Units 2 and 3 a further segregation has been made for lands lying above and below elevation 3,000 feet. -m9- oi +» o % 3 D. w O r-< O 0> C'> ^ +» li- O n) jO li o ^; 0) o rH O fl> r^ +» o o o f-; o fi> o J* M .J Si r-i at +» o Q c ^ o «> X- ■H f. ^ t. « rH a; •H 1-, fU $ O l- •H o ® •H r-C » rj o w »» t. -^ I; - o -:-» > ■a oooooooooo LfNCO o >rM^ l/^o o oooooooooo CM C^ O ITv UN O O •H fJ■^ o vr^ ^ J3- vo oooooooooo 1-1 rH CM oooooooooo Cy r^ r-B l-l *H C^ ooooooooo cooocooooo J-^ CD J- l/NO OOOOOOOOOO O ON O O o o U^. \ O O WsW O o O o o O CN c^ NO CN CM ON l-» Oi •v fx •■ as UN C^ CTN t^ ^ UN C^ t-^ vo CM CM o o o o o US OD c-\ UN oo IH t~v 0-. o ON a^ n •. t^ a CN ^ S o O OO ^ o UN O o C^ o CN ON o c O oc oo NT) t-- r\ «-t o CO o CN .3- O ON OO ^ o oo CN UN o CM CM CN if. rH o o c O o ir. 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O Eh 00 S Eh Eh te CO M wen :3 I O XA Ce; On o IS o o 1 OS H J3 4^ Q, Q) 13 ch O -P a) 0) lA (^ H 8 (^ OA 0) "d >> O CO W Eh H rl • I « O I O O I 4 H I H CO I Cvl I • I eg cr\\o J Q> to -d q Cd CO +3 •rl Vl tD C3 ^ i+H Ch to +5 □ :3 CO 0) to rH rH CO 0) -H •H > ^^ UJ -rl f-c < <: CL, Q > ^ m 1x4 tl) o ft ft -159- Two sample computations which illustrate the procedure for estimat- ing seasonal consumptive use of water follow. The first of these shows the derivation of the value for percolation to the root zone of alfalfa in the Murrieta-Temecula area during the nongrowing period, November, 1939, through March, 19ijOc The second computation shows the derivation of the long time mean values of consumptive use of precipitation and applied water by the same crop in the same area. Sairple Computation of Disposition of Nongrovang Period Precipitation In Inches Percolation to root zone Total Use by- Use by for use in precipi- evapora- transpira- subsequent Month tation 0.85 tion tion Runoff gro^^d.ng period November, 1939 0,85 0.50* -0.50 December 0.1:3 O.I43 January, 19liO 3o28 1.50 0.13 1,65 February- 3 = 77 1.50 0.18 2.09 March 0.29 0.29 0.50 - .50 8 c 62 i;.57 1,00 0.31 2.7U •Si- Assumed to be supplied temporarily by root zone soil moisture, which is replenished by rainfall in Jaiiuary. -160- SAMPLE COMPUTATION OF UNIT VALUES OF CONSUMPTIVE USE OF WATER FOR LAKD CROPPED TO ALFALFA IK THE MURRIETA-TEMECULA AREA Gyovlng Period Growing period assumed from April through October. Mean temperature and per cent of daytime hours assumed same as for Elsinore at latitude 33°'+5'« Mean growing period preolpitation " 2<>26 inches 9 K = 0.85 P = 1*4.96 (April through October) H = 38c22 inches Consumptive use of water during growing period = u = KF = O.85 x 1+4.96 = 38.22 inches of depths Nongr owing Period Nongrowing period assumed from November through March. Nongrowing period transpiration by alfalfa assumed to be 0^50 inch In November and O.5O inch in March. Moisture for transpiration in either month may be satisfied temporarily by soil moisture if monthly preolpitation is in- sufficient, but is assumed ultimately to be supplied by nongrowing period precipitation. Evaporation assumed equal to precipitation up to a total of I.50 inches of depth for each month on the basis of evaporation of O.5O inch of moisture per storm and three storms per month. Calculated monthly evaporation for the period 1936-37 through 1949-5O averages 4.8l inches for the period November through March. Total nongrowing season consumptive use is the sum of evaporation plus transpiration or 5»8l inches. Total Seasonal Consumptive Use Growing period consumptive use 38.2 inches of depth Nongrowing period consumptive use 5«8 inches of depth TOTAL 44.0 inches of depth Moisture Retained in Root Zone Assuming soil moisture deficiency of 4.0 inches at the start of each nongrowing period, precipitation as occurred at Elsinore, evaporation and transpiration for the nongrowing period as previously set forth, and runoff equal to 10 per oent of total precipitation between 2 and 4 inches and 20 per oent of precipitation greater than 4 inches; the nongrowing period precipitation retained in the root zone was calculated for each month for the period 1936-37 through I949-5O. The calculated average nongrowing period precipitation thus retained is 2.27 inches. Seasonal Consumptive Use of Applied Water ! Inches i f'eet ^ = of depth : of depth Total seasonal consumptive use of water 44.0 3*67 Deductions Preeipitation occurring and consumptively used during growing period .. ..... 2.3 Precipitation consumptively used during nongrowing period ..... ....... 5*8 Precipitation occurring during nongrowing period and retained in root zone for use by crop during growing period ...... 2.3 Seasonal consumptive use of precipitation 10.4 0.87 Seasonal consumptive use of applied water 33>'6 2.80 -161- Also included in the study of consumptive use of water in Santa Margarita River watershed was a deterirdnation of consumptive use by riparian vegetation along Temecula Creek in the vicinity of Aguanga. Discharge measurements were made above and below a reach of stream throughout the springs summer, and fall of 1953 ^ and the consumptive use along the reach was determined. Based on these and similar measiireraents elsewhere, estimated unit values of mean seasonal consumptive use of riparian vegetation were determined. These values are shown in Appendix C, Table C-10, The basic discharge measurements are tabulated in Appendix E, Tables E-1 and E-2c As part of the cooperative study reported upon in detail in Appendix C, values of consumptive use by dry farmed crops and grass and brush are estimated to equal 95 per cent of rainfall up to a maximum quantity for the particiilar type of vegetation. Maximum values are 11^ inches for grain- hay, 15 inches for beans, and 16 inches for grass and brushy Factors of Water Demand In the planning of water conservation projects and accompanying distribution systems, certain factors in addition to consumptive use of water must be given consideration in determining demands for water. Among these factors are necessary rates, times, and places of delivery of water. In considering such demands, irrigation efficiencies, irrecoverable losses, and permissible deficiencies must be considered. ■162- Monthly Distribution of Demand for V/ater Presented in Table 37> in terms of per cent of annual totals, are the recorded quantities of water supplied monthly for military use on Camp Pendleton, and for agricultural use in Fallbrook Public Utility District and on Vail Ranch. Although Fallbrook Public Utility District serves some domes- tic water, by far the largest use is for irrigation, and it is believed that the distribution shovm is representative of irrigation use in the District. TABLE 37 ESTIMATED AVERAGE MONTHLY DISTRIBUTION OF SEASONAL MILITARY AND AGRICULTURAL DEMAND FOR WATER In Per Cent Typ e of demand • Military Agricultural : Fallbrook : Average Month Camp Camp : Public 5 Vail monthly ' Pendleton^ , Pendleton^ : Utility : Company^ agricultural ; District^ ; demand October 8 9 9 10 10 Novanber 8 6 8 6 6 December 8 3. 7 h k January 7 2 3 3 3 February 6 2 2' 3 3 March 8 5 k 6 5 April 8 9 8 7 8 Kay 9 12 8 11 10 June 9 12 11 12 12 July 10 lli 12 lU III August 10 III Ih 12 13 September 9 12 ll4 12 12 a. Based on historic records of use. b. Based on estimated use, U.S.A. vs. Fallbrook Public Utility District et al.. Exhibit 36. -163- Also tabulated is the theoretical distribution of irrigation water for Camp Pendleton, which was estimated by personnel of the Marine Corps for purposes of the litigation. United States of America vs. Fallbrook Public Utility District et al. , the values being based on a projected crop pattern covering all irrigable lands on the portion of Camp Pendleton within the Santa Margarita River watershed, and on assigned monthly demand values for each crop. The derived values agree closely with the recorded values for Fallbrook Public Utility District and the Vail Ranch, and are utilized with them to obtain the average values, shown in the last column of the table, which are considered herein to represent the distribution of agricultural demand throughout Santa Margarita River watershed. Irrigation Efficiency Satisfaction of the water requirements of irrigated crops requires the application of water on individual farms in excess of that consumptively used. The ratio of consumptive use of applied water to the total amount of applied water, expressed as a percentage, is termed "irrigation efficiency", and is useful as an indicator of prevailing irrigation practice. Irrigation efficiency varies widely between crops and among plots devoted to the same crop, the variations being accounted for by differences in depth of root zone, soil type, topography, method of irrigation, drainage characteristics, and the practices of the individual irrigators. During the course of this investigation, a study was made to determine irrigation efficiencies under conditions prevailing in the water- shed. Total applied water, determined by direct measurement or calculated from power consumption records and field pump tests, was compared with -I6h- calculated consumptive use of applied water on 19 irrigated farms. The most important factor influencing the efficiencies appears to be the method of irrigation employed. Sprinkler irrigation was practiced at an average efficiency of about 70 per cent, while furrow and border check irrigation resulted in an indicated efficiency of about i|,0 per cent. Irrecoverable Losses Attendant with the beneficial use of water, including the irriga- tion of crop land and the delivery of urban supplies , there may occur certain losses which cannot be recovered for further beneficial use. As used in this report, the term "irrecoverable losses of water" refers to that portion of the transmission and delivery losses and return flow from irrigation which cannot be recovered, and to sewage effluent from urbanized areas which is discharged to the ocean or otherwise lost for re-use. These losses comprise an additional demand on the supplies of the watershed over and above consumptive use. They have not been evaluated directly but are considered in the evaluation of "overall application efficiency" which is utilized and discussed later in this chapter. Permissible Deficiencies in Application of Water Studies to determine deficiencies in the supply of irrigation water that might be endured without permanent injiiry to perennial crops were not made in connection with this investigation. Such studies made for other areas in California indicate that a maximum deficiency of 35 per cent of the full seasonal requirement can be endured if the deficiency occurs only at relatively long intervals. It has also been determined that small defi- ciencies occurring at relatively frequent intervals can be endured. In -165- connection with studies for this report, water requirements were estimated on a mean seasonal basis and under the assumption that adequate water supplies will be provided to produce optimum crop yields. Thus., on the average, needs for such optimum crop yields will be supplied, and, provided sufficient carry-over storage is available, such needs will be satisfied each and every year» Water Requirements Estimates of present and probable ultimate water requirements in the Santa Margarita River watershed were made by applying appropriate unit values of water use to the present and probable ultimate areas requiring water service, and by utilizing records or estimates of historic water production. In portions of the watershed where water applied to lands in excess of consumptive use will either return to ground viater storage and be available for re-use or will drain from the area under consideration and be available for re-use downstream, the measurement of crater requirement was taken as the amount of consumptive use of applied water divided by an over- all application efficiency factor >*iich takes attendant irrecoverable losses into accounts Where water is exported or where water which is applied in excess of consumptive use is otherwise prevented from returning to ground water storage for subsequent re-use, the measure of water requirement is assumed to be the amount of applied water. In areas ^here excess irriga- tion water returns to tidal marsh lands or sewage is discharged directly to the ocean, water requirements are similarly measured in terms of applied water,. -166- Present Water Requirement Land use in 1953 is considered herein to represent "present" land use development in Santa Margarita River watershed. With the ex- ception of Hydrographic Units k and 6, the present water requirement of the watershed was determined by applying mean seasonal values of consump- tive use of applied water to the present pattern of land use, adding a minor amount for domestic use, and making allowance as described above for attendant irrecoverable losses. In Hydrographic Unit h the water requirement is measured by the calculated depletion of discharge in Teraeciila Creek caused by the combined operation of Vail Reservoir, pumping in Pauba Valley, and irrigation of Pauba Valley lands « In Hydrographic Unit 6 the water requirement was considered to be equal to the application of water within the watershed less the portion of that water which is returned as sewage effluent to Santa Margarita Coastal Basin, plus the evaporation from O'Neill Lake. The estimated total present water requirement for the Santa Margarita River watershed is 16,200 acre-feet as shown in Table 38 "Present Mean Seasonal Water Requirement of Santa Margarita River Watershed". Comparison of the values presented therein with those for water applied in 1953 as presented in Table 29, indicate roughly the relationship between water consumed and unavoidably wasted, and water applied. -167= TABLE 38 PRESE?]T MEAN SEASONAL WATER REQUIREMENT OF SANTA MARGARITA RIVER WATERSHED In Acre-Feet Hydrographic Unit : Present : water : requirement 1 2 3 h 5 6 5,800 1,300 1,000 3,800* 900 3,U00 TOTAL 16,200 ■«• Does not include Vail Reservoir evaporation o Deterroination of the present mean seasonal water requirement is based on the following assumptions: 1. That the nature and extent of land use in the watershed in 1953 is representative of present conditions of development. 2. That the unit values of consuriptive use of applied water presented in Table 35 are applicable to the three subdivisions of the water- shed set forth therein. 3o That all presently irrigated lands are provided a water supply sufficient to meet the consumptive requirements of the various crops. k' That lands devoted to truck crops are cropped an average of one and one-half times per year with a water requirement of one and one-half tines that of a single crop. 5. That in Hydrographic Units 1, 2, 3, and 5, the water require- ment of irrigated lands equals the consumptive use of applied water divided by an overall application efficiency factor of 95 per cent, and the domestic -166- *•- ' 'vW •^•^s^ V. n^nmn Palomar Observatory Courtesy Mount Wilson and Palomar Observatories '-^i /• / •/\. ^ : Oceanside Courtesy Oceanside Chamber of Commerce requirement equals one-half of the assumed application of 0,7 acre-foot per household. 6. That in Hydrographic Unit h the water requirement is the net depletion of outflow {$,$$0 acre-feet) from the unit, due to the combined operation of Vail Reservoir and Pauba Basin, less the net reservoir evapor- ation of 1,800 acre-feet. The data on which these values are based are presented in Appendix I. 7. That in Hydrographic Unit 6 the water requirement is the por- tion of the present extraction from Santa Margarita Coastal Basin applied on Camp Pendleton within the watershed (2,320 acre-feet), less the portion of the applied water presently returned to the Basin as sewage treatment plant effluent (680 acre-feet), plus the water presently applied within Fallbrook Naval Ammunition Depot and Fallbrook Public Utility District in the Unit (1,[j50 acre-feet), less the portion of this water returned to Santa Margarita Coastal Basin via the Naval Ammunition Depot sewage treat- ment plant and Fallbrook Creek (100 acre-feet), plus evaporation from O'Neill Lake (390 acre-feet) or a net total of 3,380 acre-feet. Probable Ultimate Water Requirement The probable ultimate mean seasonal water requirement of the Santa Margarita River watershed is estimated to be 155^200 acre-feet as shown in Table 39, Probable ultimate water requirements were estimated by multiplying the predicted acreages of each type of land use as shown in Table J>\i, by appropriate unit values of irrigation season consumptive use of applied water as shown in Table 35, and allowing for attendant irrecoverable losses. The calculation of the ultimate water requirements of the various hydrographic units was based on the following assvimptions : -169- TABLE 39 PROBABLE UNTIMATE MEAN SEASONAL WATER REQIGLRH'IENT OF SANTA tiARGARITA RIVER WATERSHED In Acre-Feet Hydrographic : Probable ultimate unit s water requirement * 1 71,300 2 29,100 3 lii,500 k lli,200 5 7,300 6 18,800 TOTAL 155,200 * Includes requirement for lands presently- receiving water servicec lo That in Hydrographic Units 1 through 5, and in the upstream portion of Hydrographic Unit 6, the over-all efficiency of application will be 85 per cent. 2. That in the portions of Hydrographic Unit 6, which are located near the ocean and drain to the Santa Margarita River downstream from Ysidora Narrows, where re-use of return flow cannot be effected, the over-all application efficiency will be 50 per cent. 3v. That lands devoted to truck crops and flowers will be cropped an average of one and one-half times per year at a consumptive use rate of one and one-half times that for a single crop* A corresponding estimate of the probable ultimate water require- ment in a drought period was calculated by utilizing the unit values of con- sumptive use appearing in Table 36, with other assurcptions as enumerated above. The resulting drought period seasonal water requirement under ultimate conditions is 172,900 acre-feet, or about 11 per cent in excess of -170- the estimated ultimate mean seasonal requirement. The over-all application efficiency factor referred to in the immediately preceding paragraphs is not to be confused with the irrigation efficiency discussed earlier in the chaptero The latter is the ratio of the water consumed on a field to the water which must be delivered to the field; the former is the ratio of water consumed on a large unit of area to the water supply required to serve that large area. The over-all application efficiency factor takes into account the re-use of a portion of the applied water; irrigation efficiency does not. Irrigation efficiency is useful in determining the required delivery capacity in various portions of the distribution system, but has little, if any, bearing on the total quantity of water required in an area where a portion of the return flow and distri- bution system leakage can be re-used. Reference to Plates 6 and lOA and lOB shows that in the lovrer portions of or downstream from all hydrographic units, except the coastal portion of Unit 6, there are ground water basins or s-urface reservoirs which can be so operated as to capture a major portion of the unconsuraed applied water, making it available for re-use. It is believed that the assumed values of over-all application efficiency factor are consei'vative in that they probably indicate unavoidable waste somewhat greater than will be experienced. Requirements of a Nonconsumpti ve Nature In addition to the previously discussed consumptive water reqioire- ments there are water requirements of a basically nonconsumptive nature^ Recreational Use e Fresh-water fishing and duck huiiting are presently available to sportsmen at the privately operated Vail Reservoir, -171- and farm ponds provide warm water fishing. Reservoirs constructed in the future for storage of local or imported water will provide additional opportunity for recreation^ but since the use for the most part is purely incidental to the uses previously described, and is nonoonsumptive, such use is not considered herein in evaluating present and ultimate water require- ments in the watershed. Hoviever, evaporation from O'Neill Lake, where recreation is the only major use, is included as a part of the present water requirement e Flood Control o Existing flood control improvements in Sanfe Margarita River watershed are not considered adequate for the control of large floods. These improvements consist of short sections of wire-and- brush fences and enlargement of a section of the channel of Pech-anga Creek in upper Pechanga Creek Valley; excavation of a flood channel and construc- tion of levees along sections of Murrieta Creek in the vicinity of Temecula and Murrietaj levee and bank protection along Temecula Creek in Pauba Valley; and construction of earthwork lovees, diversion groins, and large tetrahedrons made of old railroad rails along Santa Margarita River in the lowei' Santa Margarita River Valley on Camp Pendleton. The improvements ax'e adequate for control of small floods only, but would be damaged and probably destroyed by a large flood. Direct damage resulting from floods along the Santa Margarita River during the period January, 1916, through January, 19ii9, has been estimated by the Corps of Engineers to have totaled $2,093>000. More than half of this sum represents damage to railroads and highways. Because partial relocation of the branch railroad line to Fallbrook, and construc- tion of the branch railroad line to Fallbrook, and construction of more •172- substantial railroad and highway bridges, future flood damage to highways and railroads will probably not be as great as in the past. However, improvements installed on ■che Camp Pendleton Reservation since 19U2 substan- tially increase the potential flood damage in that area. Operation of Vail Dam which was completed in 19li9 will probably decrease flood danage to agricultural lands, particularly in Pauba Valley, in some years but, because of the probability that the reservoir wovild be full when the largest storms occur, the amount of protection to be effected downstream during such floods may be relatively small. Vail Reservoir is a water conservation reservoir and no special provisions are known to have oeen made for its operation for flood control purposes. In 19h9) the United States Corps of Engineers studied a dam and reservoir on Santa Margarita River at De Luz which would have a water conservation storage capacity of 188,000 acre-feet and a flood control storage reservation of 23,000 acre-feet. The annual flood control benefit from such storage was calculated to be $69*000 at that time. In the study the Corps of Engineers did not recommend construction of any channel improvements along the upper reaches of streams in the Santa Margarita stream system 'because of the adverse benefit-cost ratio of the plans considered. In the present investigation no study has been made of flood problems or facilities required for flood control. Salinity Control . Subsurface outflow from the Santa Margarita Coastal Basin occurs under favorable ground water gradient. Under the maximum gradient attainable such outflow could be appreciable, but with planned operation of the Basin it is believed that it would be of relatively small magnitude on the average. Utilization of ground water basins for -173- storage and re-use of return water from upstream application, requires that the mineral quality of ground water contained in the basins must be protected from excessive deterioration^ This will require sufficient drainage from the basins to remove a quantity of dissolved salts equj.valent to the an.ount of salt input to the basins. Quantitative estimates of the amount of water required for this purpose are dependent upon forrr;\ilation of specific plans for each area and upon the quality of imported water. No estimates were made of such requirements in this investigation, but they should not be great enough to materially alter the estimate of over-all water requirements Supplemental Water Requirement In general, supplemental x^rater requirement may be defined as the amount by which the total requirement exceeds the presently available supply. As has been stated, none of the ground water basins in Santa Margarita River watershed, with the possible exception of Diamond Basin, have been utilized to their full capacity. '.Vere these basins readily susceptible to further development at an early date, any additional water which might be so provided would be considered to oe a part of the presently available supply. However, permitted extractions from the basins upstream from Temecula Canyon are liirdted to a considerable degree by the terms of the decree in Rancho Santa Margarita vs. Vail, and the cost of delivering water pumped there or from basins downstream, to areas where a significant increase in denand at an early date is probable, would be materially greater than that which is usually involved in pumping for use on overlying or nearby lands. Because of this, water wiiich may be made available in the future through increased pumping from the ground water is, for purposes of this report, not considered to be a part of the presently available supply. Because of the limitations -17U- of the decree, the sane is true of additional water which might be made available through changed operation of Vail reservoiro A material increase in the amoi.mt of water presently imported for use in the watershed, would involve construction of additional works, so this too is considered to constitute a soiirce of supplemental water rather than a part of the presently available supply. If present net extractions from the ground water were sufficient to produce an overdraft, the available supply would be less than present net extractions by the amount of the overdraft. 5tudy of historical water table fluctuations, however, indicates that none of the basins in the watershed are overdrawn with the possible exception of Diamond Basin. Disregarding the small overdraft which may exist there, the supply which is considered to be presently available to the watershed is measured by the present net draft on various sources of supply — surface flow, ground water and importation from Colorado Rivero The supplemental water requirement, as herein determined, is the difference between the total consumptive water requirement and the present net draft. Present Net Draft Estimated values of present net draft are presented in Table I4O. It will be noted that the over-all total shown therein (18,700 acre-feet) is greater than the total present water requirement shown in Table 38 (16,200 acre-feet) by 2,500 acre-feet, which latter value represents the estimated present export from the watershed. The totals for Hydrographic Units 1 to k> inclusive, are identical in the two tables. The total net draft on the water supply in Hydrographic Unit 5 shown in Table UO is 1,000 acre-feet greater than the estimated present requirement in that unit because approximately -175- that ariiOu.nt (950 acre-ieet) is developed in Unit 5 but used in Unit 6. Subtracting this amount from the present water requirement in Unit 6 (3,U00 acre-feet) and adding the 2,50^ acre-feet presently exported from Unit 6, results in the 14,900 acre-feet shown in Table ijO as the total present net draft on the v^ater supply in the unit. TABLE ho PRESENT NET DRAFT ON THE WATER SUPPLY IN SANTA MARGARITA RIVER WATERSHED In Acre-Feet : Import from Hydro graphic : Surface : Grov\nd ; Colorado : Total Unit Number : water : water : River 1 100 5,700 5,800 2 300 1,000 1,300 3 300 700 1,000 k 2,700 1,100 3,800 5 1,600^- 300 1,900^ 6 hoo i.,000^ 500^= li,900^ TOTALS 5,a00 12,800 500 18,700 Includes an estimated 950 acre-feet delivered to Hydrographic Unit 6c Includes 2,500 acre-feet exported for agricultural and military use on Camp Pendleton outside Santa Margarita River watersheds Parb of this total import may be delivered to and used in Hydrographic Unit 5« In Hydrographic Units 1, 2, and 3, the net draft on the surface and ground water, respectively, is assumed to be proportional to the acreages served from each source in 1953. -176- In Hydrographic Unit ii, practically the entire present water supply development is that by the Vail Company. Vail Reservoir is operated in con- Junction with Pauba Basin downstream in that releases from the reservoir are used to irrigate lands overlying the basin, and replenishment of ground water also used to irrigate these lands is primarily derived from such irrigation. Certain assumptions regarding future operation by the Vail Conpany, made in connection with the calculations, are enumerated in the explanation of deviation of data accompanying Appendix Table 1-2, "Seasonal Runoff from Streams Within the Santa Margarita River Watershed, and Semiseasonal Inflow to Existing and Proposed Reservoirs". Under the assumed conditions, the depletion of stream flow in the Santa Margarita River attributable to the combined operation of Pauba Basin and Vail Reservoir totals 5j55t) acre-feet per year. Of this amount 1,800 acre-feet is the net evaporation at Vail Reservoir and the remaining 3>750 acre-feet (called 3j800 in Table 1|0), is considered to be the consumptive use of applied water under present conditions plus unavoidable losses. Assuming that the 6,800 acre-feet of safe yield of Vail Reservoir is applied on lands overlying Pauba Basin with an irrigation efficiency of 1^0 per cent, 2,700 acre-feet is the net draft on the surface water. The remaining 1,100 acre-feet is obtained from the ground -witer of the Has in « The estimated present net draft on the surface water in Hydrographic Unit 5, totaling 1,600 acre-feet, includes 300 acre-feet con- sumptive use of direct diversion applied on lands outside Fallbrook Public Utility District; 100 acre-feet diverted by Fallbrool: Naval Ammunition Depot, none of which returns within Unit 5; and 1,200 acre-feet which is the average annual diversion from the River by Fallbrook Public Utility District during the period October, 195l> through September, 195ii. It is considered that any -177- part of the 1,200 acre-feet which returns within Unit 5 is re-used by pumping from wells in the residuum. In addition to these extractions, which are not separately accounted for, an estimated 300 acre-feet of pumped ground water is consuiaed annually within the Unit. In Hydrographic Unit 6, the present net draft on the ground water is estimated to equal the present ground water extraction less present sewage return to Santa Margarita Coastal Basin.. Present extractions are assumed equal to the average for the period 19ii2 through 1953 j or 5^800 acre-feet per year. The estimated 1,800 acre-feet of effluent from sewage treatment plants 1, 2, and 3) and the Naval Ammunition Depot treatment plant which was dis- charged to the basin either directly or through O'Neill Lake in 1953? is considered herein to represent the present seasonal retvurn. The only surface water which is consumptively used for a beneficial purpose is the ItOO acre- feet of evaporation from O'Neill Lake, Present Supplemental Water Reqiurement Study of historical water table fluctuations indicates that none of the basins in the watershed are overdrawn with the possible exception of Diamond Basin. As stated, disregarding the small overdraft which may exist there, the present mean seasonal water requirement of 16,200 acre-feet plus e^q^ort of 2,500 acre-feet, is satisfied by the presently developed supply, and no supplemental water is presently required in the watershed* Probable Ultimate Supplemental Water Requirement In Table i^O it is shown that the present net draft on local water supplies plus 500 acre-feet from Colorado River, totals 18,700 acre-feet. -178- This net draft, which is herein considered to represent the presently avail- able supply, satisfies the present requirements of lands now served in the Santa Margarita River watershed and provides for the exportation of 2,500 acre-feet per season for use on Camp Pendleton outside the watershed. In Table kO, estimated ultimate mean seasonal water requirements for lands within the watershed are shown to total 155^200 acre-feet. Assuming that the water presently exported on Camp Pendleton is to be available for use within the watershed, the difference between ultimate requirement and presently developed yield, or 136,500 acre-feet, represents the ultimate supplemental water requirement. This is in addition to the 500 acre-feet of presently imported Colorado River water. Values for each of the Hydrographic Units, derived under the foregoing assumptions, are presented in Table til. If it is assumed that the 2,500 acre-feet of export is to continue as a part of the demand on the water supply of the Santa Margarita River watershed, the ultimate supplemental water requirement of Hydrographic Unit 6 will be increased to l6,liOO acre-feet, and the total for the watershed to 139,000 acre-feet. -179- I TABLE UL PROBABLE ULTIMATE SUPPLEMENTAL WATER REQUIREMENT OF SANTA MARGARITA RIVER WATERSHED In Acre-Feet Hydrographic unit Ultimate water requirement Presently developed ! water supply Probable ultimate supplemental water requirement 1 71,300 5,800 65,500 2 29,100 1,300 27,800 3 114,500 1,000 13,500 h 1 >i, 200 3,800 10,ii00 5 7,300 1,900 5,100 6 18,800 U,900 13,900 TOTALS 155,200 18,700 136,500 I The ultimate supplemental requirement can be satisfied partially by increased development of local supplies but a substantial increase in the quantity of water imported from sources outside the watershed will also be required. Possible ineans by which the supplemental supplies can be developed is the subject of Chapter V, '"Plans for Water Development". I i -180- CHAPTER IVc LEGAL CONSIDERATIONS Litigation The riparian water rights of certain landowners in the Santa Margarita River watershed were adjudicated in an action entitled, Rancho Santa Margarita Vo Vail , San Diego County Superior Court Noo 42850. An. appeal was taken from the judgment of the Superior Courtj rendered after a lengthy trail which consumed 444 court days over a period of three years > The Supreme Court reversed the judgment and ordered a new trail upon certain issues of facto The Supreme Court's opinion is published in California Reports, Volume 11^ Second Series, at page 501 (81 P„ 2d 533) <■ A stipulated judgment was subse- quently entered by the Superior Court in 1940 and became final. It appor- tioned 66-2/3 per cent of the natural flow of the Santa Margarita River and its tributaries to the Rancho Santa Margarita, a corporation, subject to the right of Philip Playtor to use one miner's inch upon his riparian land and the right of the Estate of Murray Schloss to use all of the summer flow of Stone Creek and five miner's inches of the winter flow of said creek upon a tract of land riparian thereto of approximately 20 acres » The remaining 33-1/3 per cent of the surface flow of the stream was apportioned to the Vail Company and members of the Vail family for use upon their lands described in the judgment, and, in addition, they were given the right to divert specified quantities of subsurface waters upon certain conditions „ The judgment further provides that from May 1 to October 31 of each year the Vails shall, with certain exceptions, maintain a constant flow of water of not less than three cubic feet per second at the upper end of Temecula Gorge (Temecula Canyon). Between 1941 and 1943 the United States acquired by condemnation approximately 135,000 acres of land, including the former Rancho Santa -181- Margarita. The land is the site of Camp Joseph H. Pendleton, the United States Naval Ammunition Depot, Fallbrook, and a United States Naval Hospital. In 19h3 and I9IU1 the State of California ceded to the United States ej; elusive jurisdiction, with certain exeptions provided by law, over the lands used for military purposes. On January 25, 19^1, the United States of America filed an action in the United States District Court for the Southern District of California entitled. United States v. Fallbrook Public Utility District, et al. , No. 12ij7-SD, to quiet its title to the waters of the Santa Margarita River and to enjoin interference with its asserted paramount right to the use of such waters. Defendants are all of the other landowners, water users and water right claimants in the watershed. The State of California intervened as a defendant in order to protect its ovm rights and those of its citizens and to establish that the United States acquired no greater water rights than would have a private successor to the Rancho and that state la^^^ should govern a determination of its rights. Thereafter it was stipulated between the United States and the State, among other things, that the rights of the United States are to be measiired in accordance id.th the laws of the State. A separate trial of the issues between the United States, Santa Margarita Mutual Water Company and the State of California was held. A judg- ment resulted which determined, in effect, that the United States owns prescriptive and riparian rights to the entire flow of the Santa Margarita River remaining after diversions by upstream riparian ovmers and by the Vail Company pursuant to the stipulated judgment in the former action, and that there is no surplus water available for appropriation by others. An appeal was taken by the State and the mutual water company to the United States Court of Appeals for the Ninth Circuit, which court reversed the judgment and -182- ordered a new trial. It was held that the trial court was in error in enter- ing a judgment pvirporting to finally determine water rights of the United States when the action had been tried against only the water company and the State. It was also held that declarations of the trial court that there is no surplus water subject to appropriation are clearly erroneous in light of facts disclosed by the record^ and that there is no basis in the record for decreed rights of the United States to the use of water by prescription or use. The Court of Appeals declared that the State should not be denied the poirer of granting permits to appropriate surplus water, valid against private land- owners. In August, 19h9) an action was filed in the Superior Covirt of San Diego County entitled Barbey v. Oviatt , No. l5i|li|0, for a determination of the rights of the parties to the water of Temecula Creek. By a cross complaint filed in May, 1950, the Vail Company joined as parties to the action other landowners within the watershed of Temecula Creek easterly of the Vail lands. The Department of Public VJorks, acting through the State Engineer, was appointed referee to investigate all physical facts involved and to report thereon. In 19^1, after United States v. Fallbrook Public Utility District had been filed, the court in Barbey v. Qviatt directed the referee to restrict its investigation to the continuance of specified stream and well measurements until further order of the court, because of the pending federal action and the investigation of the Santa Margarita River Watershed that had been pro- posed. On April 11, 1955, the court ordered the referee to suspend all work on the investigation and to submit a report containing pertinent data and information collected to date. The "Report of Referee", which will contain data obtained diiring the restricted investigation and a portion of the infor- mation obtained during the Santa Margarita River investigation, is to be published in July, 1956. -183- Water Hights All rights to water are usiifructuary, that is^ they consist only in rights to the beneficial use of water, for the water itself is incapable of private ownership so long as it remains in its natural state and before it is reduced to actual possession. A right to the use of water of a stream includes the right to the continued flow thereof to the owner's point of diversion or to riparian lands, without unlawful interference by others junior in right. Both riparian and appropriative water rights are recognized in California. The former are paramount until lost or impaired by grant, condem- nation, or prescription. All water rights, both surface and underground, are subject to the doctrine of reasonable use expressed in Section 3 of Article li4 of the Cali- fornia Constitution vihich limits the right to the quantity of water- reasonably required for beneficial use and which prohibits waste, unreasonable use, or unreasonable methods of use or diversion. Riparian rights are part and parcel of riparian lands, i.e., lands abutting upon a natural watercourse within the watershed. They do not authorize use of water on nonriparian land nor do they permit seasonal storage of water. They are not created by use or lost by disuse. They extend to future reasonable requirements for beneficial use upon riparian land, although they do not prevent temporary appropriation by others of water not presently required upon such lands. Each riparian right is correlative with each and every other such right and in the event of insufficient water for all, the available supply must be prorated, except that an upper riparian owner may take the whole supply if necessary for strictly domestic use. -184- The riparian right attaching to a particular parcel of land is subject to appropriative rights established by diversions upon vacant public domain before the first valid steps were taken to acquire said parcel of land from the United States, whether diversion was made on said parcel or at points upstream or downstream. The riparian right may be severed and lost in whole or in part by grant or condemnation and cannot thereafter be restored. A parcel of land loses its riparian right when separated from contact with the stream by con- veyance unless the right is reserved by the grantor. It cannot be transferred for use upon another parcel of land. Prior to enactment of the Water Commission Act, a right to appro- priate water could be acquired by simply diverting water to beneficial use without complying with any formality. Consequently, many such rights exist which, like riparian rights, are not of record. The Water Commission Act established an exclusive procedure for initiating and perfecting appropriations of water and since its effective date (December 19, 191i;), no right to appro- priate water can be acquired without filing an application and receiving a permit from the State. Whether acquired by beneficial use prior to I91I4 or' under the Water Commission Act, an appropriative right is always subject to previously vested rights, riparian and appropriative, unless it has ripened into a prescriptive right as against such previous rights by continuous use adverse to them for a period of five years or more under certain requisite circumstances. A valid appropriation initiated prior to 191ii has priority as of either the date of its initiation or the time of actual beneficial use of water, depending upon whether provisions of the Civil Code then in effect were followed. Under the Water Commission Act (now Divisions 1 and 2 of the Water -185- Code) an application to appropriate water, properly made, has priority as of the date it is filed, and a defective application which is made in a bona fide attempt to conform to legal requirements also has such priority until applicant is notified of the defects and is given a prescribed time within which to remedy them. Once initiated, an appropriation of water must be diligently prosecuted to completion in order to maintain its priority. Water may not be appropriated for a future use, although a reasonable time is allowed for completing use of the full amount of water within the original intent of the appropriator . A right to appropriate water is lost by abandoniaent or by continuous nonuse for a prescribed period — five years in the case of appropriations initiated prior to l^lij. and three years under appropriations pursuant to the Water Commission Act or Water Code. It is provided in the Water Code that domestic use of water is the highest use and that the next highest use is for irrigation. The permit and license procedure established by the Water Commission Act (now Division 2, Part 2, of the Water Code) applies only to streams and other bodies of surface water and to subterranean streams flowing through known and definite channels. Percolating ground water is therefore excluded and rights to its use are governed by judicial decisions rather than by statute. Ground waters are presumed to be percolating in the absence of evidence to the contrary. The ovmer of land overlying a ground water basin or stratum has, like the riparian oiimer, a paramount right to the reasonable beneficial use of the natural supply upon his overlying land, which right he holds in common with all other landwoners similarly situated. Only surplus water in excess of reason- able requirements for beneficial use upon overlying lands is subject to -186- appropriation for beneficial use upon other lands » However j a prescriptive right to appropriate ground water may be acquired under the same circumstances as prescriptive rights to appropriate water of surface streams may be acquired o Where ground water and surface water are interconnected, one acting as a tributary to the other, both are treated as part of a common supply and users of water from either source are entitled to protection from substantial injury as a result of use by others of water from the other source„ Thus, an owner of land riparian to a stream may have his right to the use of water protected against impairment by an appropriator of percolating ground water tributary to the stream and required for the maintenance and support of its floWo Likewise, where water from a stream percolates to a ground water basin or strattuHj, the owner of land overlying such ground water may be protected from an appropriation of water of the stream that causes a substantial impair- ment of the ground water supply. As between riparian use of surface water and overlying use of ground water tributary to the stream, an equitable apportion- ment of the water should be made. There has not been a comprehensive adjudication of water rights with- in the Santa Margarita River watershed by the courts » As discussed under the heading "Litigation" in this chapter, rights between certain landowners have been adjudicated and other rights are now before the courts. Water of the Santa Margarita River system has been put to beneficial use under claim of riparian, overlying, and appropriatlve righto Riparian lands have not been determined in this investigation » but it is apparent that the water requirements therefor greatly exceed the avail= able water supply. Because of the erratic regimen of stream flow, as described in Chapter II and indicated by the data tabulated in Appendix I, riparian use is limited and at the present time appears to have reached a maximum level of -187- development. Fiorther development on riparian lands with use of the waters of the Santa Margarita River will require regulation of the flood flows by s\ir- face or ground water storage. The right to store water can only be acquired through the filing of an application with the Division of Water Resources as set forth in the Water Code. Overlying rights to the use of ground water have been exercised through- out the Santa Margarita River watershed, as shovm by location of wells presented on Plates 9A and 9B. Because of limitations imposed by difficulties in obtaining wells of sufficient yield for irrigation purposes, further large- scale ground water development appears to be improbable in the "Inland Area". With a proper pattern of pumping, additional ground water development is possible in the "Coastal Ar-ea". The possible extent of further development of ground water is discussed in Chapter V. Appropriation of ground water for use on nonoverlying lands is exercised by Gamp Pendleton. Any prescriptive rights that may have been obtained against other downstream vested riparian and appropriative rights have not been adjudicated in the Santa Margarita River watershed. Appropriations for diversion and storage of surface water on the Santa Margarita Rii/er., initiated since 19liij on record with the Division of Water Resources are listed in a table in Appendix K. Information on similar appropriations initiated prior to 191k or appropriations of vjater made from public lands are not of record with this Division. No attempt has been made in this investigation to define the wat«r use reported in Chapter III by type of water right, whether riparian, overlying, appropriative or otherwise. Action by' the Division of Water Resources on pending applications in the Santa Margarita River watershed has been withheld awaiting further clarifi- cation of the issues involved in United States v. Fallbrook Public Utility -188- District, et al . Efforts to settle the controversy between the United States and local interests by legislation resulted in conditional authorization by Congress of construction of a storage reservoir on the Santa Margarita River at the De Luz site (Public Law ^k7 f 83d Congress, Second Session, 195h) - The stored water would be apportioned 60 per cent to the Navy for use at Camp Pendleton and 1|0 per cent to the Fallbrook Public Utility District. However, the statute provides that none of the water to which the United States is entitled under its existing rights is to be subject to such apportionmentj and the authorization is made dependent upon, among other things, issuance of permits by the State to the District and the United States to appropriate water for the project. The United States Department of Justice has indicated that in its opinion it would be inimical to the existing rights of the United States as determined by the trial court to proceed with its application for such permit. Therefore, construction of the reservoir is uncertain and may depend upon final outcome of the litigation. -189- I I CHAPTER V , PUNS FOR WATER DEVELOPMENT A need for additional water to supply potential demands exists throughout the Santa Margarita River watersheds While there is, with a minor exception^, no overdraft of the present supplies, there are few locations with- in the area where additional water could not be utilized if economically available,, Two of the largest water sejrvice agencies operating in the area are presently actively engaged in studying methods of developing more water for use in their respective service areas » The United States Navy has variously estimated its seasonal applied water requirements under conditions of full development of Caiap Pendleton at froiu 12^500 to 23^500 acre-feet^ Fallbrook Public Utility District has estimated its ultimate seasonal water needs at lit, 000 to 13<,000 acre=feet of applied waters These values may be compared with present utilization of 5^800 and 75.300 acre=feetj respectively^ in the two service areas, which in both instances are partly within and partly outside the Santa Margarita River watershed. The water requirement under liltimate conditions of development in the watershed as set forth in Chapter III^ totals about 155:; 000 acre=feet. It will undoubtedly be economically inf easible to supply this total amount for many years to come, especially to the irrigable lands at higher elevations » However, it is believed that certain portions of the watershed would exhibit a rapid and substantial increase in irrigation development were supplemental water made available » Supplemental water may be obtained locally by conserving a portion of the runoff vdiich presently wastes to the ocean through Santa Margarita River,, Under present conditions of land use and water supply development 5, waste to the ocean is estimated to average 25,200 acre-feet per =191= seasono The derivation of this value is illustrated on Plate 23, "Occurrence and Disposition of Mean Seasonal Runoff, in Santa Margarita River, Under Present Conditions of Development, 19$3'S which represents symbolically the origin of and uses made of discharge of Santa Margarita River water at the present time. Utilization of the presently wasted water will, require the development of equalizing storage capacity either in ground water basins or in surface reservoirs ^ and constiniction of facilities to equitably distribute the water so conserved to areas of needo The approximate magnitude of such required storage and the degree of possible conservation by surface storage alone are illustrated on Plate 2ii, "Storage Development Curve for Santa Margarita R3.ver at Ysidora", The plate depicts the approximate relationship between storage capacity and yield of a reservoir on the lower Santa Margarita River, and the data presented thereon indicate that additional storage capacity of about 800 per cent of the mean seasonal natural runoff in Santa Margarita River at Ysidos'-a or about 290^000 acre-=feet would be required to completely conserve present waste to the ocean by such a reservoir. Under such conditions and taking into account reservoir evaporation losses, the increased net safe seasonal yield would be about 20,000 acre-feet. Studies described in this chapter indicate that the local water which could be conserved by construction of a maximum of additional storage capacity would be insufficient to satisfy the ultimate supplemental water requirement, and that final solution of the water resources problems of the Santa Margarita River watershed lies in in^ortation of water from outside sources As was stated in Chapter I^, the Division of Water Resources has for the past several years conducted surveys and studies for the State Water Resources Boardo The investigation has resulted in the formulation of The -192= California Mater 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 practica- ble. Bulletin No, 3 of the State Water Resources Board entitled "Report on The California Water Plan"^ was issued in preliminary form in May, 1956, for comment by interested local agencies.. In addition to plans for development of the water resources of the Santa Margarita River, which plans are based on studies conducted during this investigation, plans are also presented therein to satisfy the ultimate water requirements of the watershed in excess of the water made available by maximum practicable development of local supplies o Projects for importing water to the watershed under The California Water Plan are described in general terms in this chapter under the section entitled "The California Water Plan", In general, the major features of The California Water Plan are large multipurpose projects requiring relatively large capital expenditures,, Plans presented in this report for the further development of local supplies would be such that the works could be integrated into the riiajor features of The California Water Plan, Descriptions of various plans considered for local conservation of water supplies in the Santa Margarita River watershed, and for importing water from available sources outside the watershed, are presented in this chapter. Included therein are estimates of the amounts of supplemental water that would be made available by their adoption and construction, and an evaluation and comparison of the plans » Design features of plans presented herein are necessarily of a preliminary nature and primarily for cost estimating purposes. More detailed investigation, which would be required in order to prepare construction plans =193- and specifications ■, might resul.t in designs differing in detail from those presented in this report. However, it is believed that such changes would not result in significant modifications in estimated costs. The capital costs of dams., reservoirs ^ diversion works, conduits ^ pumping plants ^ and appurtenances included in the considered conservation^ conveyance, and dis- tribution systems, were estimated from preliminary designs based largely on data from survey's made durixig the current investigation and the related State-'Wide Mater Resources Investigation. Approximate construction quanti- ties were estimated from these preliirinary designs. Unit prices of construction items were determined from recent bid data on projects similar to those urider consideration or f:?o:n manufacturers' cost lists, and are con- sidered representative of pric3s prevailing in the spring of 1955» Estimates of capital costs include costs of dewstsring and care of stream, acquisition cf lands and rights of way, and construction, plus 10 per cent of the above costs for admrlaistraticn and engineering and 15 pei' cent for contingencies. Also included is interest during one-half of the estimated construction period at four par cent per annun). Estimates of annual costs include interest on the capital investment at 3| per cent per annum, amortization over a i+O-year period on a j^ per cent sinking fund basis ^ operation and maintenance costs, and costs of electrical energy required for pumping j, if applicable o P3-ans for Local Conservation Development As stated, a source of supplemental water exists in the waste to the ocean from the watershed which it is sstimated would amount to about 25,000 ad'e-feet per season on the average over a mean period of water supply and climate with the present pattern of land use and water supply development. -19ii- Of this amount it is indicated that about 80 per cent or 20,000 acre-feet per season is probably the physical maximum that could be conserved. Further, it is indicated that something less than this amount could be salvaged for beneficial usco Investigated methods by which a portion of the wasted water might be captured include direct diversion of surface runoff, increased development of ground water supplies, and storage of runoff in surface reservoirs. In the following paragraphs, the nature and extent of development by each of these methods are discussed. Direct Diversion of Surface Streams It is anticipated that major future water use in Santa Margarita River watershed will be for agriculture, as previously stated. Farming operations require large quantities of water in summer months, and little during the rainy season, the average peak demand of Ik per cent of the seasonal total occurring in July as set forth in Table 37« When such operations are dependent upon direct diversion from surface streams, the water supply avail- able in the summer months is the limiting factor in determination of the amount of land which can be irrigated. From the stream discharge data depicted on the "Hydrographic Map", Plate 6, it is evident that there are few locations in the watershed where there was summer surface flow of OoOl second-foot or more in 1953" With few exceptions these flows are already fully utilized. The largest flow viiich could possibly be diverted is in Temecula Creek in Pauba Valley. Water rises in the Valley and increases in quantity to a discharge of slightly greater than four second-feet just above Temecula Canyon. Formerly this rising water was diverted by the Vail Company for irrigation, but the diversion was completely abandoned in 1930 in favor of -195" pumping from ground water. The rising water has been adequate, except for one short period, to supply the flow of three second-feet necessary to satisfy provisions of the judgment in "Rancho Santa Margarita vs. Vail, et al.", referred to in Chapter IV. It is assumed that the Vail Company will continue to pump ground water and that it will allow the rising water to supply the required minimum flow under terms of the afore-mentioned judgment. Furthermore, water flowing through Temecula Canyon in the dry portion of the year is fully utilized, and any increased diversion in Pauba Valley at that time would not increase the water supply by drecreasing waste to the ocean but vrould merely shift the point of use. A stream discharge of less than 0.5 second-foot occurs in the lower reaches of Murileta Valley. This water could possibly be diverted, but it occurs on lands of the Vail Company and it is presumed, as above, that the Company will continue to allow this discharge to flow downstream. Of the remaining streams in the watershed, the largest has a critical summer dis- charge sufficient to irrigate only about 25 acres of alfalfa. In the light of these considerations, it is concluded that there is no surface stream in Santa Margarita River xratershed susceptible of further development by direct diversion. Further Development of Ground Water Storage Certain of the ground water basins in the watershed are not now being exploited to their maximum potential, and with increased utilization thereof a portion of the present waste to the ocean could be salvaged. As is indicated by the estimated usable ground water storage capacities of basins itemized in Table 15, some of the basins have large capacities and others are extremely small. Increased salvage of now wasted -196- water by ground water storage can be effected only by increased extraction and use of ground water and consequent lowering of the water table during dry- periods with increased replenishment during ensuing wet periods. Under con- ditions of operation of ground water basins for maximum yield, the storage of ground water changes from a maximum at the start of a critical dry period to a minimum at the endo Ground water yield equals the average seasonal change in storage plus average seasonal percolation to the basin during the critical period. Generally speaking the small basins are limited in yield of ground water by their capacities and serve at best to regulate stream flow to the extent that winter runoff can be stored for use in the subsequent summer months o Since winter runoff is often extremely meager during dry periods j, the safe seasonal yield of such ground water basins is likewise very small. On the other hand<, the larger basins are generally limited in yield, not by their capacities, but by the amount of water which reaches the ground water by percolation from precipitation on the surface of the basin or from runoff from surrounding areas. In such large basins, the safe yields approach the long time mean percolation to the ground water» As regards the small basins ^ possible increased yield over the present is herein considered negligible o It is recognized that in some cases operation of such basins in lieu of direct diversion from surface streams might improve local operating conditions^ and thi'ough lowering of the water table might result in decreased losses to native vegetation. In considering an entire hydrographic unit, however ;> it is not believed that such changes would materially affect over-all consumptive use within or outflow from the unit. =■197= Possible increased ixse of the larger ba..3ins has been studied in the light of the above considerations and resiilts are discussed by hydro- graphic units in the following paragrapJTS c Hydrographie Unit !» Th3.s unj.t consists of the drainage area of Murrd.efca Creek and contains the folloic.ng ground water basins s Diamond, Domenigoni-s French; Los Alamos j Murriets,, Santa GertrudiSp and Wildomar, There ars stringers of Recent aliuvium, Qal, along stream valleys in addition to the per^rious materials comprising the grourd water basins, as herein defined, but otherwise the drainage area consists of about three-fourths igneous and metamorphic rocks, and one-fourth older alluTium, Qtoa, The estimated mean sssaonal ranoff in Murrieta Creek at the United States Geological Survey gaging station at Temecula is 8,630 acre-feet. This value is the average of measured flow at the station indicated, and correla- tions therewith, and it therefore takss into account the average effect of ground water development upsti'eara from the gaging station during the period of record vAiich started in 1930 » A number of the basins in this hydrographic unit are of small capacity and the ground vater yield in them is probably limited by storage capacity c Other basins, howejer, have considerable size, the Recent alluvium of Murrieta Basin alone being estimated to have a usable capacity of 136,000 acre-feet. Considering the entire unit, it is believed that possible ground water yield is limited by percolation capacity rather than by storage capacity. It is estimated that maxijnum utilization of ground water in the entire unit would result in a mean seasonal increase of about 3,600 acre-feet in the amount percolating. Present outflow would thus be decreased and the yield from the unit increased by approximately that amount. .198- Los Alamos Valley Hydrographic Units 2 and 3 ° Soma of the basins in these units are of sufficient capacity to store water in usable quantities throiighoat dry periods. However^ the extremely complicated interrelationships between ext.ractions from ground water in the namerous basins, direct diversions from surface streams, storage in Vail Reservoir^, and the water rights problems attendant therewith^ preclude the direct determination of possible increased yield from ground water sources.. Considering, however, that the yield from Vail Reservoir is developed from runoff in Hydrographic Units 2 and 3, and that the average spill from that reservoir is estimated to be 3jlOO acre-feet per year if the reservoir is operated on a safe yield basis, it is believed unlikely ttiat more than 2,000 acre-feet of water in addition to the safe yield of the reservoir, could be developed within these units. There being no feasible surface storage sites available in these units, it is considered that such development would be by further exploitation of ground water supplies o Of the totals 500 acre-feet per season may be attributed to Hydrographic Unit 2 and 15,500 acre-feet to Hydrographic Unit 3. Hydrographic Unit i;c Lands of the Vail Company encompass the major portion of Unit k' The quantity of water which the Conpany is per- mitted to divert from surface flow or pump from the ground water in the Unit is limited by the stipulated judgment in "Rancho Santa Margarita vs Vail". After allotting minor quantities to a few interveners in the suit the judg- ment provides that the Company may use on certain specified lands, either by surface diversion or by pumping from the ground water, one-third of the natural flow in Santa Margarita River at Ysidora Narrows, or at Temecula Canyon just below the confluence of Murrieta Creek and Temecula Creek, which- ever is the greater.. It is believed that the present operations of the Company are in close accord with the terms of the judgment, and although =199= some increase in use by the Company znight be permitted under the controlling provision that such use nis.y at all times be at least one-half that diverted and used by Rancho Santa Margarita as determined by measurement, data presently available do not justify an assumption that present p.eld of local water can be materially increased in Unit k- Hydrographic Unit 5 » Since ground water bodies in this unit are extremely small, no fixriiher increase in yield from ground water supplies is considered fsasiblOs H^y drographic Unit 6 . Santa Margarita Coastal Basin is the only ground water basin in this hydrographic unit. As has been stated, the estimated usable storage capacity of the Basin, 2i;,CX)0 acre-feet, is only partially utilized at present.. Complete development of the basin by use of this entire capacity would result in an increase in ground water yield for the unit. To calculate the possible y3.eld from the Basin it was assumed that percolation from Santa Margarita River in accordance with the percolation diagram, Plate 19, and direct percolation of rainfall and runoff from ad^ja- oent hills comprise the total supply available to the Basin<, The critical dry period utilized in this study extends from April, 19U7 through September, 1951. Estimated safe yie].d cf the Basin under present conditions of supply, with extractions in accordance with the military demand schedule shown in Table 37, would have been 10,100 acre-feet per season. With extractions on an irrigation demand schedule, the corresponding safe yield is 9,700 acre- feet per year for the same periods These values may be compared with a present net extraction from the Basin of U,000 acre-feet per season. Thvis with maximum utilization of usable basin storage capacity, new water in the amounts of 6,100 and 5*700 acre-feet per season, respectively, would bs developed by the foregoing operations. With increases or decreases in up- stream use of water the foregoing values would be modified accordingly„ -200- Further, continuance of the current drought period would also lower these values. In the foregoing calculations, no allowance was made for increased yield due to salvage of water presently used by phreatophyles. Some salvage of natural water losses by virtue of the lowered ground water levels under conditions of full operation of the Basin would undoubtedly occur but its amount has not been estimated. Any such salvage would increase the safe yield of the Basin by the amount of the salvage. A seasonal total of 5,700 acre-feet of water could be pumped from the Basin to a regulatory reservoir on Camp Pendleton at elevation of i4J40 feet at a cost of about $11 per acre-foot. Ihe cost estimate for the required facilities, comprising 8 wells, a booster pumping plant, conduit, and reservoir is presented in Appendix J, page J-32. Location of the facilities is shown on Plate 2$. Increased use of ground water in Hydrographic Units 1, 2, and 3 will result in less inflow to downstream Units. However, any decrease in flow in Temecula Canyon will be offset in part by a decrease in the use in Unit k permitted under the terms of the judgment previously referred to. Thus, even though the safe yield of the upstream units were fully developed, the decrease in flow to doimstream units would be less than the 5j600 acre- feet set forth in the preceding paragraphs. Furthermore it is highly improbable that the estimated safe yields will be fully developed prior to the importation of water to the upstream units, if ever. Ihe decrease in flow which is likely to occur within a reasonable period of time is relatively so small and so uncertain as to quantity that it is not herein considered in estimating the supplemental supply which must be developed by other means, although it does provide a safety factor. For the same reason the possible decrease in inflow is neglected in estimating the yield of down- stream reservoirs and basins. -201- oth er Means of Increasing Ground Water Supplies Means of increasing ground water yields, other than the more intensive use of basins by lowering of water levels discussed above, have been considered. These include salvage of natural water losses along stream channels and in high water areas, use of reclaimed waters, and construction of a subsurface barrier to prevent intrusion of sea water to Santa Margarita Coastal Basin« Large quantities of water are potentially salvageable from losses to water-loving vegetation, or phreatophytes o However, no effective econom- ically feasible plan has as yet been evolved to control such waste except for that portion which may be conserved by lowering of ground water levels under planned basin operation. In this report no evaluation of this source of water has been made^ Reclamation of sewage which xjould waste to the ocean or otherwise be lost to the watershed is a potential source of supplemental water supply. Sewage treatment plant effluent of usable quality wMch is returned to a ground water basin adds directly to the supply available for extraction from the basin. Unlimited sewage reclamation may, however, introduce a salt balance problem. In the Santa Margarita Eiver watershed, the only sewered areas are located witliin the community of Fallbrook, the Naval Ammunition Depot, and Camp Pendleton. Sewage from Fallbrook and the Naval Ammunition Depot returns to Fallbrook Creek after treatment and reaches Santa Margarita Coastal Basin via O'Neill Lake^ Some of the Gamp Pendleton treatment plant effluent returns to the Basin and the remainder flows directly to the ocean. Details of the sewerage systems are discussed in the Chapter II section on exports. -202- and the disposition of sewage is sho-wn symbolically on Plate 23. It is assumed that the limited upstream urban development projected for future conditions^ as discussed in the Chapter III section on land use, would either be unsewered or sewage treatirient plant effluent would be returned to natioral water courses and not to the ocean or otherwise transported outside the watersheds Under present and probable future conditions, therefore. Camp Pendleton is believed to be the only large source for reclamation of water from sewage -vAiich might otherwise waste directly to the ocean. It should be noted, however, that not all of the effluent which might percolate into 3 basin could be considered as salvage on a safe yield basis. Safe yield of a basin could be augmented by such percolate to the extent of the average amovmt of percolation during the critical dry period, but any water spread in the basin during a wet period is entirely lost if the supply from other sources alone would fill the basin. Such loss would occur either through transpiration by phyreatophytes, under high water level conditions viiich would prevail at such times, or by earlier filling of the basin and consequent increased waste to the ocean in a succeeding wet season or seasons. Under the present mode of operation of Santa Margarita Coastal Basin, it is unlikely that increased spreading of reclaimed water would result in increased ground water yield, but if the available storage capacity of the Basin were more fully developed, or if dams and reservoirs described later in this chapter vjere constructed upstream and the supply to the Basin thus decreased, salvage of seviage xrould result in an increase in the avail- able water supply. Treated sewage may also be salvaged by direct use. Conservation by this means has been practiced since July^ 1952, on Camp Pendleton by irriga- tion of a golf course which is located in the San Luis Rey River watershede -203- Ground water basins close to the coast are generally limited in yield by the severe restriction that ground water levels cannot be allowed to decline below sea level, except for very limited periods of time, without subjecting the basins to damage by intxnision of sea water. Immediately adjacent to the coast below Ysidora Narrows on Santa Margarita River, sea water moves inland during dry years and retracts in following wet years » As discussed in the water quality section of Chapter II, such intrusion probably extended as far inland as well 11S/5W-2E1 in 1951 » In the watershed, only Santa Margarita Coastal Basin is near the coast, and in this Basin the storage capacity is restricted largely by the sea level 1 imitation c A barrier to sea water in this Basin would increase the usable capacity by about 13,500 acre-feet, if it is assumed that only the basin fill from 10 feet to 100 feet below groimd surface is usable^ This additional capacity would increase the safe seasonal yield of the Basin uiider present conditions of upstream development and with military demand, from a total of 10,100 acre-feet to 12,)400 acre-feet, or a net increase of 2,300 acre-feeto Construction of a sea-water barrier at Ysidora Narrows would, therefore, be a desirable project if feasible from economic and engineering standpoints,- Undergroiond barriers of the puddled clay cutoff wall type have been constructed to a depth of 60 feet by the United States Army Corps of Engineers at Pasco-Kennewick, Wasliington, as part of the McNary Dam project on the Columbia River„ At Wilmington, California, over 18,000 lineal feet of 3-foot wide clay cutoff walls ranging from 15 to US feet in depth below land surface were installed on Union Pacific Railroad property in 1950. In the same area, shorter vjalls were constructed on properties of Southern California Edison Company and General Petroleum Corporation. •20lj- The narrow canyon at Ysidora Narrows appears to be an ideal location for construction of such a barrier. Depth of permeable materials on the order of 180 to 200 feet at the Narrows would reqiiire development of construction techniques of mixing and placing of backfill ^ but preliminary- estimates based on experience gained from the projects mentioned above indicate that an impervious cutoff wall could be constructed at this location for a total maximum cost of about $275* 000c Assuming that the barrier would have perpetual life idth no mainte- nance required and that the real cost of money to the Government is five per cent, the estimated cost of increasing the yield by 2,300 acre-feet would be $6 per acre-foot. This is considerably less than the cost required to develop the same additional yield by means of a surface reservoir. It is emphasized that construction of such a barrier would be of an ejcperimental nature, but the relatively low cost^ should it prove engineeringly feasible, would indicate that it merits further consideration. Surface Storage Projects Construction of dams in Santa Margarita River watershed for water conservation purposes has been under consideration for many years. The four principal sites studied in the past are located on Temecula Creek at Nigger Canyon and on Santa Margarita River at Temecula Canyon, Fallbrook, and De Luz. Of these sites, construction has been undertaken only at Nigger Canyon, where Vail Dam and Eeser'/oir were completed in 19h9 ' The location of this reservoir and other existing and proposed water supply facilities discussed in this section are presented on Plate 25,. "Potential Water Supply Development" = ■20$. In I9U7, Commander G. E. Fischer, Uiiited States Navy, reported on "The Px'oposed Reservoir Developments on Temecula-Santa Margarita River", whei'oin he discussed the effects of S'ach projects on relationships between Vail Company and the Navy with respect to water rights on the River and the stipulated judgment in the litigation "Rancho Santa Margarita vs. Vail, et al." Preliminary studies of reservoir sites in the vicinity of Fallbrook were made by the Division of Water Resources in 19h^) the work being dis- continued in 19h9 when the United States Army Corps of Engineers undertook a comprehensive flood control investigation of the Santa Margarita River, including studies of the four afore-mentioned sites. In the course of the investigation herein reported upon, studies were made of dams and reservoirs at tTi major dan sites considered feasible of construction, and preliminary studies were made of several smaller sites. Seasonal yields were estimated for present conditions of development on the River upstream for each site and cost estimates were made for the various dams and reservoirs considered. Present water rights or water right appli- cations were not considered as lindtations on maximum size of reservoirs in these estimates, because the objective of the studies was to deterrrine the most feasible method of development of water resources regardless of possible legal restrictions or differences iJhich couj.d better be resolved at a later date in the light of physical facts developed herein. In calculations of net cafe se£.sonal yield of surface reservoir developments presented herein, present development upstream from the considered reservoirs was accounted for in the derivation of inflow to the reservoirs (Table 1-2), which I'eser'.'oirs were all located on the "lovrer river", defined as the section of Santa Margarita River including and extend- ing downstream from Diversion 93/3^-71)1 of Fallbrook Public Utility District. -206- Present development on the lower river was accounted for in deterraining net safe seasonal yield or "new water" for each considered development. For each reservoir capacity considered the net safe seasonal yield was taken as the difference between the calculated gross seasonal yield of the reservoir, operated without regard to present supplies of existing water supply develop- ments and the reduction in the safe supplies of such developments resulting from operation of uhe considered reservoir. Presently developed firm water supplies in the lower river aii.ount to 5^700 acre-feet per season, comprising the yield of i;,000 acre-feet from Santa hargarita Coastal Basin, 1,200 acre-feet diversion by Fallbrook Public Utility District, and 100 acre-feet diversion by the Naval Aimnunition Depot. In addition there is a consumptive use of UOO acre-feet representing annual evaporation fron. O'Neill Lake. A further criteria in the determination of net safe yield or new water developed oy a given reservoir was that the ground water levels in Santa Margarita Coastal Basin would fluctuate over the same range as under present conditions, and that a reservoir would not be credited for new water developed by greater utilization of the storage capacity of the basin. In succeeding paragraphs, resxilts of yield studies and dam and reservoir cost estimates are presented for two sites on the Santa Margarita Siver in the vicinity of Fallbrook, for the De Luz site on Santa Margarita River, and for Upper De Luz site on De Luz Creek. A number of minor sites are also considered. Yield studies were made for capacities with and without silt allowance, and the average of the two determinations is the yield presented herein for each reservoir considered. The allowance made for reduction in effective reservoir storage capacity due to sedimentation re- presents the loss after 50 years of operation estimated to be 0.8 per cent -207- by volume of the reservoir inflow for that periods Demand for the Fallbrook Lippincott and Fallbrook Border reservoirs was distributed in accordance with historical data for Fallbrook Public Utility District presented in Table 37, the October-March and April-September demands being 33 and 6? per cent of the seasonal total, respectively. Demand at the Upper De Luz Reservoir was distributed in accordance with historical data for Camp Pendleton military- use presented in Table 37, the October-March and April -September demands being h$ and 3'5 per cent of the seasonal total, respectively. Demand at the De Luz reservoirs was approximately that ■^^dlich would result from delivery of 60 per cent of the yield on a military basis and UO per cent on an agi-icul- tural basis, the October-March and April -September demands being W and 60 per cent of the seasonal total, respectively. Estimated mean seasonal precipitation at each site was distributed semi-seasonally in accordance with precipitation at the key stations for which indices of wetness are presented in Table U, An estimated average gross seasonal depth of evaporation from the reservoir water surface of four feet was distributed as follows; Net evaporation Period in feet depth October - March 1.12 April - September 2.88 TOTAL il.OO A factor which must be recognized in considering construction of the dams and reservoirs discussed herein is the probable occurrence of droughts more severe than those within the period of recorded hydrologic data. There is ample evidence that the southern portion of California has experienced much longer sequences of consecutive dry years than the droughts ■208- A of the 20th century. The prospective recurrence of such periods lends some uncertainty to the yield estimates of any proposed water conservation project in this part of the State. The larger the reservoir, with the attendant longer carry-over period, the greater is the inherent uncertainty as to the probable yield therefronio Of significance in this regard is the current and contintiing drought now being experienced in southern California. Continua- tion of the drought period would tend to lower any estii^ates of yield presented hereinafter. Another factor which should be taken into consideration in planning for reservoir construction in the southern part of the 3tate, is the lapse of time after such construction prior to the time any benefit would be realized therefrom. This results from the apparent cyclic occurrence of the runoff in California streans previously descrioed. If a reservoir were to be Gonstinicted at the beginning of a long drought period little value would be received until an ensuing wet period or possibly 18 years or longer. Thus it is apparent under such conditions that planning for local water resovirce development mvist be intiated many years in advance of actual need, Fsllbrook Lippincott Dam and Reservoir . The Fallbrook Lippincott dam site is located on Santa Margarita River about 600 feet below its con- fluence with Sandia Creek in the NE l/h of Section 12, T. 9 S., R. U W. , and the NW 1/Ij of Section 7, T. 9 S., R. 3 W., S.B.B.&I4., and about two miles north of Fallbrook. Stream bed elevation at the site is about 31i4 feet. United States Geological Survey datum. The drainage area of Santa Margarita River above the dam site comprises about 6ii5 square miles, which produced an estimated average natural seasonal runoff of 27,300 acre-feet during the US- year mean period, 1895-96 through I9I42-I43. Corresponding estimated mean seasonal runoff is 21,600 acre-feet under present upstream conditions -209- including -ohe average diversion by Fallbrook Public Utility District and Naval Ammunition Depot of 1,300 aci-e-feet per season. Precipitation at the site is estimated to average l.ii6 feet in depth seasonally. Two sizes of darn and reservoir were considered at this site, a dam cf 168 feet in height, which would store 35>000 acre-feet of water, and a dam 211 feet high with a storage capacity of 65,000 acre-feet<, This dam site was mapped in April 19S5> by the Division of Water Resources up to an elevation of 560 feet on the right abutment and 600 feet on the left abutment at a scale of 1" = 100' with a 10-foot contour interval (See Plate 26) o The geology of the site was studied by F. L. Ransome in 1928, and by J. F. Mann, Jr., in 195l« During the couxse of the present investigation, geologists of the Di-vlsion of Water Resources examined the site and reviewed the prior geologic reports. Based on such preliminary geological reconnais- sance,, this dam site is considered suitable for a properly constructed earth- fill or concrete dam up to a maximum height of about 220 feet, which appears to be about the upper limit for the site from a topographic standpoints A fairly hard fresh coarse-grained granitic rock is well exposed over both abutments. This area has been intruded by basic dikes and some are found just downstream from the axis, vrhile at a distance of a fevj hiandred feet doximstream considerable areas of dioritic naterial are exposed. About 300 feet downstream from the axis is an old shear aone cutting across the channel. It appears to be a shear along the contact between schist and granite and has been healed at various times by dioritic and granitic dikes. Grout would be required to seal this zone. The right abutment is moderately steep with numerovis granite out- crops. Rock appears to ue uniform, though strongly jointed, thereby -210- necessitating the removal^, for a concrete gravity dam, of about tvro feet of loose soil and rock and 15 feet of blocky weathered granite. For an earth- fill dam the removal of the loose soil and about five feet of the granite would be required. Approximately 10 feet of unconsolidated material wouH.d have to be removed from the channel. The left abutment is very steep and uniform in slope. Stripping required there for a concrete gravity dam is estimated to be two feet of loose rock and soil and an average of 15 feet of broken rock. For an earthfill dam about two feet of loose soil and rock and an average of five feet of broken rock would have to be removed. The small saddle^ or notch, located beyond the right abutment is formed by a stringer of soft schJ.st which appears to be sheared and cut by thin dikes. This material is soft and weathered, and extends to considerable deptho Location of the spillway there would require heavy protection. Reservoir areas and capacities at various stages of water surface elevation, estimated from United States Geological Survey maps at a scale of l:2li,000 with a 20-foot contour interval, are presented in Table i|2. "211= TABLE U2 AREAS AND Ci^JPACITIES OF FALLBBOOK LIPPINCOTT KESEWOIR 6 26 U6 66 86 106 126 lh3 lli6 166 183 186 206 226 2L.6 Water surface Depth of via-cer elevation. Watei" surface Storage capacity. at dam, in feet U .S .G -S. dat\Bi, arGa> in acres in acre-feet in feet 311i 320 6 3itO 7li 360 130 380 190 Uoo 260 ii20 370 hho !;80 hSl 590 ii60 610 Ii80 770 k91 960 500 980 520 1,200 5iiO 1,1420 560 1,650 18 820 2,560 6,060 10, 600 16,900 25,i;00 35,000 36,300 50,100 65,000 67,600 89,UOO 116,000 lii6,000 Based on measurements and estimates of runoff during the period l89i4-95 through 1952-53> yield studies were made for reservoir storage capacities at the Fallbrook Lippincott site of 35,000 acre-feet and 65,000 acre-ieeto Estimated inflows to the reservoirs were based on values of measured runoff at the United States Geological Survey stream gaging sta-taon on Santa Margarita River near Fallbrook plus historic diversions by Fallbrook Public Utility District, The semiseasonal values so estimated are presented in Appendix 1, Table 1-2.. In the reservoir yield studies, an allowance vjas made for reduction in effective resei^oir storage capacity due to sedimenta- tion in the amount of 8,700 acre-feet. Results of studies covering the conjunctive operation of Fallbrook Lippincott Reservoir and Santa Margarita Coastal Basin during the most •212- critical dry period, April, l895j through September, 190ii, are presented in Table 1(3. For purpose of illustration, the semiannual yield study for the 65,000 acre-foot reservoir is presented in Appendix I, Table I-l. TABLE k3 ESTIMATED NET SAFE SEASONAL YIELD OF FALLBROOK LIPPINCOTT RESERVOIR In Acre-Feet Reservoir size : Critical ! dry : period Gross s seasonal j yield i Reduction in yield of present water supply development : Net safe s seasonal : yield 35,000 65,oco April, 1895 through September, 190ii April, 1895 through September, 190h 9,100 11,600 U,000 14,000 5,100 7,600 The net safe seasonal yields of the 35,000 and 65,000 acre-foot reservoirs, calculated in accordance with the discussion preceding this section, would be 5,100 and 7,600 acx-e-feet, respectively. New water developed by construction of the reservoir could be utilized by either diversion at the reservoir or by pumping from Santa Margarita Coastal Basin after release from the reservoir. Estimates of cost were prepared for darns at this site with heights of 168 feet and 211 feet from stream bed to crest, which, as stated, would create reservoirs with capacities of 35,000 and 65,000 acre-feet, respective- ly. For both heights of dam, a rolled fill structure was contemplated, comprising an impervious core of select earth material and upstream and down- stream sections of pervious material. Preliminary calculations indicate that costs of concrete gravity dair.s would be approximately twice those of -213- comparable earthfill structures. Both upstreain and downstreara slopes of the dam TOuld be 2.5:1 for the dam of l68-foot height and 3:1 for the dam of 211- foot height. The impervious section would have an upstream and downstream slope of 0.8:1. Crest widths woiild be 30 feet, comprising a 10-foot width for the impervious core and 10-foot width each for the upstream and down- stream pervious sections. The upstream face of the dam woiild be protected against wave action by rock riprap placed to a depth of three feet normal to the slope. For the dam with a capacity of 65,000 acre-feet an auxiliary dam siriilar to the main dam in all respects save height, would oe located in the previously mentioned saddle westerly of the main dam. For purposes of the cost estimates, it was assumed that under the impervious core a depth of 10 feet of sand and gravel would be stripped in the channel, and that seven feet of soil and broken rock would be removed from the abutments. For the pervious section of the dam, it was assumed that stripping of loose surface material and vegetation to a depth of three feet only would be necessary. Earth materials adequate in quantity and quality for the impervious section of the dam occur in terraces within two miles upstream from the site. However, more detailed study of the materials from tills area would be required to select specific borrow areas and to determine the character of the materials, in detail, prior to the preparation of final plans and speci- fications o Stream bed sands and gravel and materials salvaged from founda- tion and spillway excavation would be suitable for the outer pervious zones.. It was assumed that the granite of the immediate area would be quarried for riprap although it might be possible to salvage sufficient rock from spillway excavation. It was further assumed that compaction of fill material in both the impervious and pervious sections of the dam would be effected by either -21ii- sheepsfoot or pneumatic rollers, and that moderate grouting would be necessary to prevent minor leakage in the foundation and abutments. The estimated peak inflow of a once in one thousand year flood at this site is 11(2,000 second-feet. The routed peak reservoir outflows were 136,000 and 130,000 second-feet for dams with reservoir capacities of 35jOOO acre-feet and 65,000 acre-feet, respectively. Spillways were designed as concrete-lined overpour chutes with ogee weir control sections. The maximum depth of water above the spillway lip would be about 20 feet for the smaller dam and about 23 feet for the larger daii. and an additional five feet residual freeboard was planned for both. The spillway weir for the smaller dam would be located partly in the saddle and partly in the nose of the right abutment between the saddle and main dam. The spillway chute woiold be excavated across the right abutment and would discharge into Santa Margarita River downstream from the toe of the dam. For the larger dam the previously described earthfill dike would be built in the saddle, the spillway would be located on the nose of the right abutment between the dike and the main dam, and the spillway chute would be excavated across the abutment. It was estimated that the dam of 168-foot height could be con- structed in two years and the higher dam would require three years. It was assumed that during construction, diversion of the summer flows in Santa Margarita River would be effected through the outlet works, and that winter flows would pass through an uncompleted portion of the dams in the channel section. The outlet works intake structure located at the upstream toe near the left abutment would be a short submerged concrete tower, with steel trash rack at the entrance. A concrete pressure conduit beneath either dam would extend from the intake structure to the valve chamber located upstream from -215- the axis of the dam. A high pressure slide gate would be installed within the valve chamber, and a reinforced concrete culvert, varying in diameter depending upon the capacity of the reservoir, would extend from the valve chamber to a control valve house at the downstream toe of the dam. A steel pipe supported on cradles would extend through the culvert from the valve chamber to the control valve house, where a bifurcation structure would be located, permitting the discharge of water to either iianta Margarita River or to a possible pumping plant and conduit for the Fallbrook area. Downstream releases viould be controlled by a Hovjell -Hunger valve, and a needle valve would control releases to the conduit. Lands within the Fallbrook Lippincott Reservoir area are held in private ovmership. The cost of acquisition of these lands was estimated on a preliminary basis by the Division of Water Resources during the investiga- tion.; It was estimated that about 580 acres and 96O acres of clearing would be required for the reservoirs with capacities of 35*000 ad 65,000 acre-feet, respectively. The existing diversion works of the Fallbrook Public Utility District, located about 1,500 feet upstream from the site, would be submerged together with portions of minor county roads which lie within the reservoir areas « Presented in Table Uii are pertinent data with respect to general features, and capital and annual costs of the dans and reservoirs. Detailed estimates of safe yield and cost of dams and reservoirs are included in Appendixes I and J, respectively. For illustrative purposes, a plan, profile, and section of the dam creating a reservoir with storage capacity of 65,000 acre-feet are shown on Plate 26, entitled "Fallbrook Lippincott Dam on Santa Margarita River" e -216- TABLE Ijii GEiffiPulL FEATUl'ffiS OF TWO SIZES OF Hm Al'JD RESEHTOIR AT THE FALLBROOK LIPPINCOTT SITE ON SANTA MARGARITA RIVER Characteristics of Site Drainage area — 6ii5 square miles Estimated mean seasonal runoff — 21,800 acre-feet Estimated mean gross seasonal depth of evaporation — U.OO feet Estimated mean seasonal depth of precipitation — 1,U6 feet Estimated sedimentation — 8,700 acre-feet Elevation of stream bed, U.S.G.S. datum — 31I4 feet Earthfill Dam Crest elevation, in feet, U.S.G.S. datum Crest length, in feet Crest mdth, in feet Height, spillway lip above stream bed, in feet Side slopes, upstream and downstream Freeboard, above spillway lip, in feet Volume of fill, in cubic yards Gross reservoir storage capacity, in acre-feet 35,000 : 65,000 U82 525 69$ 870 30 30 lii3 183 2,5:1 3:1 25 28 1,166,000 2,513,000 Reservoir Surface area at spillway lip, in acres Net storage capacity at spillway lip, in acre-feet Type of spillway Spillway discharge capacity, in second-feet Type of outlet Estimated net safe seasonal yield, in acre-feet 580 960 26,300 56,300 Ogee weir and concrete lined chute 136,000 130,1400 I|.2-inch diameter 5U-inch diameter steel pipe be- steel pipe be- neath dara neath dam 5,100 7,600 Capital Costs Dam and reservoir Per acre-foot of storage Per acre-foot of net safe yield $3,0ii3,000 87 597 $ii,823,000 71; 635 Annual Costs Dara and reservoir Per acre-foot of net safe yield Per acre-foot of incremental net safe yield 1U8,500 29.10 235, Uoo 31.00 3ii 080 ■217- Fallbrook Border Dam and Reservoir . The Fallbrook Border dam site is located on Santa Margarita River about one and one-quarter miles north of Fallbrook and about 250 feet west of the eastern boundary of Camp Pendleton Naval Reservation, on the boundary between Sections 12 and 13, Township 9 South, Range h West, S.B.B.&M. The drainage area of Santa Margarita River above the site comprises about 6Ij7 square miles. Runoff at the site was assumed equal to that measured at the Fallbrook gaging station a short distance upstream, which produced an estimated average natural seasonal run- off of 27,300 acre-feet during the i^S-year mean period 1895-96 through 19[|2-li3c Corresponding estimated mean seasonal runoff is 21,600 acre-feet under present conditions, assuming that present diversions by Fallbrook Public Utility District were not made. Precipitation at the site is esti- mated to average l.ii6 feet depth seasonally. Three sizes of dam and reservoir were considered at this site, dams of 223, 273, and 288 feet in height with reservoir storage capacities of 65,000, 125,000, and 150,000 acre-feet, respectively. The Fallbrook Border dam site was mapped up to an elevation of 650 feet on both abutments in June, 19il7, by the United States Department of the Interior, B-ureau of Reclairation, at a scale of 1" = 50' with a 10-foot contour interval. The geology of the site was studied by F. L. Ransorae in 1928, and by the United .States Army Corps of Engineers in 19ii9. During the course of the present investigation, geologists from the Division of Water Resources examined the site and reviewed the prior geologic reports. Based on such preliminary geologic reconnaissance, the Fallbrook Boarder dam site is considered suitable for a properly constructed earthfill, rockfill, or concrete damt ■218- The site is located in a rather extended narrows in the canyon of the Santa Margarita River. The canyon sides here are moderately uniform in contour but are cut by several ravines. The rock on both abutments is a granitic type, probably principally a granodiorite. In addition, some zones of dark, fine-grained material of probable dioritic composition are present,, The rock is moderately jointed but no shears of any appreciable magnitude were notedo The left abutment slopes about 140° to approximately 100 feet above stream bed» Prominent joints on this abutment include systems having the following attitudes; strike north 65° west, dip 70° northeast; strike north 1;5 east, dip 80 northwest. A thin cover of soil supports a heavy growth of brush on this north facing abutment. The right abutment slopes generally about i;0° to an abandoned road at an elevation of about 120 feet above stream bed, although locally the slope is as steep as 55°° Above the road, the slope averages about 'hS'^ o stripping required for a concrete dam is estimated to be one to two feet of soil plus about 30 feet of fractured and weathered rock on both abutments. Required stripping under the impervious section of an earthfill or rockfill dam is estimated to be one to two feet of soil and about 10 feet of fractured and weathered bedrock. In the approximately 200- foot wide channel, it is estimated that about 12 feet of sand and gravel plus about five feet of rock for a concrete structure, and somewhat less rock for an earthfill or rockfill dam, would have to be removed. Grouting required at the site is believed to be moderate. Reservoir areas and capacities for various heights of dam were derived from United States Geological Survey topographic quadrangle sheets at a scale of l?2[i,000 and with 20-foot contour interval. The values so determined are presented in Table lt5o -219= TABLE ii5 AREAS AND CAPACITIES OF FALLBROOK BORDER RESERVOIR s Water surface Depth of water ! elevation. ; Water surface ; Storage capacity. at darij in feet s U.S.G.S. datum, : area, in acres : in acre-feet : in feet 277 23 300 23 260 U3 320 73 1,220 63 3iiO 160 3,550 83 360 230 7,li50 103 380 300 12,700 123 ii00 390 19*600 1I;3 i;20 520 28,700 163 Uho 650 IiO,Uoo 183 ii60 790 51,800 195 1^72 900 65,000 203 U80 980 72,500 223 500 1,210 91,100 2h3 520 l,ii60 121,000 2l;6 523 1,1^90 125,000 261 538 1,660 150,000 263 5I4O 1,700 153,000 Based on measurements and estimates of runoff during the period I89U-95 through 1952-53, yield studies were made for reservoir storage capacities at the Fallbrook Border site of 65,000, 125,000, and 150,000 acre=feet<. Estimated inflows to the reservoirs were oased on values of measured runoff at the United States Geological Survey stream gaging station on Santa Margarita River near Fallbrook, plus historic diversions by Fall- brook Public Utility District. The serais easonal values so estimated are presented in Appendix I, Table 1-2. In the reservoir yield studies, an allowance was made for reduction in effective reservoir storage capacity due to sedimentation in the amount of 8,700 acre-feet. Results of yield studies for the considered capacities of Fallbrook Border Reservoir for the critical dry periods April, 1895, -220- through September, 190ii, and April, 1695 through September, 1911, depending upon size of reservoir, are presented in Table 1(6. Assumptions as to opera- tion of the reservoir and method of determination of net safe yield are identical with those set forth in the discussion of Fallbrook Lippincott Reservoir, and comments relative to the operation of that reservoir are equally applicable here. TABLE I46 ESTIMATED NET SAFE SEASONAL YIELD OF FALLBROOK BORDER RESERVOIR In Acre-Feet Reservoir size Critical dry period Gross s eas onal yield Reduction in yield of present water supply development Net safe seasonal ! yield 65,000 April, 1895 through September, 190ii 11,600 14,000 7,600 125,000 April, 1895 through September, 191ii 114,700 2,000 12,700 150,000 April, 1895 through September, 191il 15,700 1,200 11;, 500 There is an apparent anomaly indicated in Table 1(6, wherein it appears that a lesser effect on the yield of present water supply development is obtained with increasing capacity of reservoir. This results from the difference in length of critical periods for the 125,000 -and' 150,000 acre- foot surface devolopi.ents and the 6,000 acre-foot capacity underground reservoir in .o>anta Margarita Coastal Basin. The ccn^iunctive operation of the surface and inderground facilities in this instance enhances somewhat the uti] ity of both. -221- Estimates of cost were prepared for dams at this site with heights of 223 feet, 273 feet, and 288 feet from stream bed to crest. For all dams, a roiled fill structure was contemplated, comprising an impervious core of select earth material and upstream and downstream sections of pervious material. Preliminary cost estimates of concrete gravity dams of comparable size indicated that earthfill dams would be considerably less expensive. Upstream and downstream slopes vjould be 3:1 for the smallest dam, 3-l/l4:l for the dam of intermediate size, and 3-1/2:1 for the largest dam. The impervious section of all dams would have upstream and downstream slopes of 0.8 sic Crest width would be 30 feet, comprising a 10-foot width for the impervious core and 10-foot width each for the upstream and downstream porviovis sections. The upstream face of the dam would be protected against wave action by rock riprap placed to a depth of three feet normal to the slopeo For purposes of the cost estimates, it was assumed that under the Impervious section an average depth of 12 feet of sand and gravel plus 5 feet of rock would be stripped in the channel, and depths of 2 feet of soil and 10 feet of fractured and weathered bedrock would be removed from the abutm.entso For the pervious sections, a nominal depth of stripping of 2 feet was assumed throughout the contact area. Earth materials considered suitable for the impervious section of the daiTi occur in terraces upstream from the dam. However, more detailed study of these materials would be required prior to the preparation of final plans and specifications. Pervious materials are available in the channel and in nearby terraces. It was assumed that 65 per cent of the impervious core stripping and spillway excavation could be salvaged for use in the pervious section of the dam, and that riprap for the dam could be salvaged -222- from the spillway excavation or quarried nearby. It was also assumed that compaction of the impervious section of the dam would be effected by either sheepsfoot or pneumatic rollers j and that pneumatic rollers would be used to compact the pervious sections. Moderate grouting would be necessary to prevent i;inor leakage in the foundation and abutments. The estimated peak inflow of a once in 1,000 year flood is 1142,000 second-feet, the same as that estimated for the Fallbrook Lippincott site about one i-ile upstream. The routed peak reservoir outflows were 129,000 second-feet for the reservoir with capacity of 65,000 acre-feet and 128,000 second-feet for reservoirs ;-jith capacities of 125,000 acre-feet, and 150,000 acre-feet. Concrete-lined spillways would be of the side channel type, located on the right abutment of the dam and would discharge through concrete-lined chutes into the Santa Margarita River about 150 feet below the darn- The raaximur.i depth of water over the spillway would be 22 feet for the 65,000 acre-foot reseivoir, and 21 feet for the 125,000 acre-foot and 150,000 acre-foot reservoirs, and an additional six feet of residual free- board would be provided. It was estimated that the smaller dam at the Border site could be constructed in three years and the larger dar.s in four years each. During construction, summer flow would be diverted through the outlet conduit while diversion of winter flows would be effected through an uncompleted portion of the dam in the channel section. The outlet works intake structure located at the upstream toe near the left abutment would be a short submerged concrete tower with steel trash rack at the entrance, A concrete pressure conduit beneath each dam consider- ed would extend from the intake structure to the valve chamber, located somewhat upstream from the axis of the dam. A high pressure slide gate would -223- be installed within the valve chamber, and a reinforced concrete culvert, varying in diameter depending upon the capacity of the reser-voir, would extend frora the valve chamber to a control valve ho\ise at the downstream toe of the dam. A steel pipe supported on cradles would extend through the culvert from the valve chamber to the control valve house where a bifurcation structure would be located permitting discharge of water to either Santa Margarita River or to a possiole pumping plant and conduit for the Fallbrook areac Downstream releases would be controlled by a Howell-Bunger valve, and a needle valve would control releases to the conduit. Most of this dam site is on the Naval Reservation, but nearly all the reservoir area is held in private ownership; estimates for acquiring these lands were made during this inves-oigation. It was estimated that clearing of about 900, 1,250, and 1,660 acres of land would be required for the three sizes of dam considered. Costs of construction of about one mile of access road to the crest of dam and necessary relocation of county roads within the reservoir area, depending on the height of dam considered, were included in the estimates-, Presented in Table hi are pertinent data with respect to general features and capital and annual costs of the dams and reservoirs considered at this siten Detailed estimates of cost are included in Appendix J. ■22li- TABLE J47 GENERAL FEATURES OF THREE SIZES OF DAM AND RESERVOIR AT THE FALLBROOK BORDER SITE ON SANTA MARGARITA RIVER Characteristics of Site Drainage area — 6U7 square miles Estimated mean seasonal runoff — 21,300 acre-feet Estimated mean gross seasonal depth of evaporation- Estimated mean seasonal precipitation — 1,146 feet Estimated sedimentation — 8,700 acre-feet Elevation of stream bed, U.S.G.S. datum — 277 feet -ii.OO feet Gross reservoir storage capacity, in acre -feet 65,000 i 125 > OOP : 150,000 Earthfill Dam Crest elevation, in feet, U.S.G.S. datum Crest length, in feet Crest vddth, in feet Height, spillway lip above stream bed, in feet Side slopes, upstream and downstream Freeboard, above spilliJay lip, in feet Volume of fill, in cubic yards Reservoir Surface area at spillxjay lip, in acres Net storage capacity at spillway lip, in acre-feet Tj^pe of spillway Spillway discharge capacity, in second -feet Type of outlet Estimated net safe seasonal yie]d , in acre-feet Capital Costs Dam and reservoir Per acre-foot of storage Per acre -foot of net safe yield Annual Costs Dam and reserve ir Per acre-foot of net safe yie]d Per acre-foot of incremental net safe yield 500 550 565 720 870 920 30 30 30 195 2i;6 261 3:1 3.25:1 3.5:1 28 27 27 2,0iil,000 3,522,000 5,300,000 900 1,250 1,660 56,300 116,300 li|l,300 Side Side Side channel channel channel 129,000 128,000 128,000 5It-inch 72-inch 7 2 -inch diameter diameter diameter steel pipe steel pipe steel pipe beneath beneath beneath daon dam dam 7,600 $5,96ii,ooo 92 785 288,300 37.90 12,700 111, 500 ;|9A2i,ooo $11,150,000 73 Ih 718 769 $ i|i|l,100 $ 3ii.70 30.00 537,600 37.10 53.60 -225- De Luz Dam and Reservoir > The De Luz dam site is located on Santa Margarita River within Camp Pendleton Naval Reservation about one- quarter mile south of its confluence with De Luz Greek, a principal tributary, in Section 32, Township 9 South, Range li West, S.B.B^m. Santa Margarita Road, paralleling Santa Margarita River, passes along the left abutment of the dam site and traverses a portion of the reservoir area. From its 19ii9 flood control investigation on Santa Margarita River, the United States Army Corps of Engineers concluded that no project for flood control only could be justified, out that a multiple-purpose project for both water conservation and flood control at the De Luz site would be economically feasible. Congress in 195 h passed a bill for construction of a dam at this site to ue constructed by the United States Department of the Interior, Bureau of Reclamation, the yield of which would be divided into a 6O-I1O proportion between the United States Navy and Fallbrook Public Utility District, The bill also authorized the Secretary of the Army, through the Chief of the Corps of Engineers, to utilize for purposes of flood control such portion of the capacity of the reservoir "as may be available therefor". No funds have been appropriated by Congress for construction of the dam, and construction is contingent upon certain determinations by the Secretary of the Interior. This legislation was briefly reviewed in Chapter IV of this report, and because of the above restrictions in the bill it vras concluded that construction of the reservoir is uncertain and may depend upon final outcome of the legislation. United States vs. Fallbrook Public Utility District, et al. The drainage area of Santa Margarita River above the De Luz dam site comprises about 700 square rrdles and produced an estimated average seasonal natural runoff during the it8-year mean period, 1895-96 through •226- 19ii2-h3, of about 37,000 acre-feet. Corresponding runoff is 31,500 acre-feet under present conditions without deducting present diversions by Fallbrook Public Utility District and the Fallbrook Naval Aimnunition Depot. Precipita- tion at the site is estimated to average I.30 feet depth seasonally. In this investigation four sizes of darns and reservoirs vjere considered at the De Luz site. All reservoir capacity was assvuned to be used for water conservation purposes only, but as previously indicated in discussion of flood control possibilities, it is recognized that flood control storage could be provided in addition to water conservation storage. The darns considered would be 11^5, 170, 209, and 230 feet in height from stream bed to crest, with reservoir capacities of 50,000, 75,000, lii3,000, and 188,000 acre-feet, respectively., The De Luz dam site was mapped up to an elevation of 6IO feet on the right abutment and to an elevation of 1^70 feet on the left abutment in October, 1951, by the Corps of Engineers, U. S. Army, at a scale of 1" = 200' with 10-foot contour interval. The geology of the site was studied by Rancho Santa Margarita, Incorporated, in 193ii, and by the Corps of Engineers in 191^0, the work done including trenching, subsxirface foundation exploration, and sampling and testing of potential borrow areas for select earth mateilals. Reports on the studies were reviewed by geologists from the Division of Water Resources, and oased on such preliminary geological reconnaissance, the De Luz dam site is considered suitable for an earth fill dam up to heights considered.- Rock underlying the right and left abutments is closely jointed granite ^^D.th a small amount of gneiss and schist. Required stripping on the abutments will average from 3 to 10 feet. The channel section is filled with alluvium to a maximum depth of lIjO feet. The underlying bedrock is -227- granite. The spillway would occupy about 290 feet along the axis of the dam just beyond the east end of the main embankment. A fault was found 7,000 feet north of the site, in the west bank of De Luz Creek; another faxilt is located about 7,000 feet south-southwest of the site within an old rock quarry west of Santa Margarita River. The region is seismically active. Reservoir areas and capacities for various heights of dam were derived from United States Geological Survey quadrangles at a scale of l!2J4,000 with a 20-foot contour interval. The values so deterrrlned are presented in Table US. TABLE U8 AREAS AW CAPACITIES OF DE LUZ RESEH70IR : Water surface Depth of water : elevation. Water surface Storage capacity. at dam, in feet ! U.S.G.S. datum, : in feet area, in acres in acre-feet 125 5 130 20 65 15 lilO 60 kSS 25 150 iho 1,1j70 35 160 2i;0 3,370 l45 170 300 6,070 B5 180 370 9,^20 65 190 iiSO 13,500 75 200 5iiO 16,500 85 210 6i|0 2J4,ljOO 95 220 730 31,300 105 230 81IO 39,100 115 2liO 91^0 U8,000 125 250 1,060 58.000 135 260 1,200 69,000 lii5 270 1,330 82,000 155 280 l,ii90 96,000 165 290 l,6uO 111,000 175 300 1,810 129,000 185 310 1,980 1118,000 195 320 2,iao 169,000 205 330 2,370 191,000 215 3140 2,570 217,000 225 350 2,780 2ii3,000 -228- Based on estimates of runoff during the period l89ii=95 through 195^'°S3} yield studies were made for reservoir storage capacities at the De Luz site of 50^,000^ 75*000, 11^3,000, and 188,000 acre-feet, respectivelyo Estimated inflows to the reservoir were based on values of measured runoff at the United States Geological Sunrey stream gaging station on Santa Margarita River near Fallbrook plus historic diversions by Fallbrook Public Utility District, and estimates of runoff from additional tributary area below the station. The semiseasonal values so estimated are presented in Appendix I^ Table I-2o In all of the reservoir yield studies, an allowance was made for the reduction in effective reservoir storage capacity due to sedimentation in the amount of lii^OOG acre^feet* Results of studies covering the conjunctive operation of De Luz Reservoir and Santa Margarita Coastal Basin, during the most critical dry periods, Aprils 1895^ through September, 190i;» extending through September, I9II4, for the larger capacities studied, are presented in Table U9o Assumptions as to operation of the reservoir and Basin are identical with those set forth in the discussion of Fallbrook Lippincott and Fallbrook Border Reservoirs, and comments relative to the operation of those reservoirs are equally applicable hereo =229' TABLE k9 ESTimTED NET SAFE SEASONAL YIELD OF DE UJZ RESERVOIR Resei^oir size 50,000 5,000 Os 11,3,000 188,000 ■Critical dr/ period April, 1895 ■through September^ 190U April, 1695 through September, 190ii April, 1895 through Septomberj 1911i April, 1895 through September^ 191li In Acre=.Feet seasonal yield 12,1^00 11,0600 20,100 21^800 leduction in yield of present water supply deirelopment 6,100 6„200 6„100 6,100 Net safe seasonal yield 6,300 8,1,00 11,, 000 15,700 * Values in excess of present yield result from necessity to release water to maintain present range of water level fluctuations in Santa Margarita Coastal Basin* Estimates of cost were prepared for dams at this site with heights of 11,5. ITO, 209, and 230 ::eet from stream bed to crest of dam. For all heights of dam, a rolled fill structure was contemplated, comprising an impervious core of select earth material, and upstream and downstream sections of per-vio^is materialo Upsoream and downstream slopes of the dam would be 2. 5 si for the dams of 11,5 and I70 feet in height and 3§1 for the dams 209 and 230 feet in height. The impervious sections would have up- stream and downstream slopes of j.sl. Crest widths would be 30 feet, comprising a 10=foot width for the impervious core and lO-foot widths each for the upstream and downstream pervious sections « The upstream face of the 230" dam would be protected against wave action by rock riprap placed to a depth of three feet normal to the slope. For the two larger dams , an auxiliary dam similar to the main dam in allrespects save height, would be located in a saddle east of the spillway. For purposes of the cost estimates , it was assumed that under the impervious section an average depth of I4O feet of sand, gravel, boulders, and small lenses of sandy silt, all unconsolidated, would be stripped in the channel, and 10 feet of mantle would be removed from the abutments. Stripping required under the pervious sections of the dam was assumed to be a two-foot depth of loose surface material and vegetation. Earth materials considered suitable for the impervious section of the dam occur in terraces downstream from the dam within a radius of 2-1/2 miles. An estimated 85 per cent of the core and spillway excavation could be salvaged for use in the pervious section of the dam. Other pervious materials are available upstream in the channel section within two idles of the dam site. The granite within the reservoir area could be quarried for riprap. It was assiomed that compaction of the impervious section of the dam would be effected by either sheepsfoot or pneumatic rollers, and that pneumatic rollex-s would be used to compact the pervious sections. Moderate grouting would be necessary to prevent minor leakage in the foundation and abutments » The estimated peak inflow of a once in 1,000 year flood is 161^,000 second-feet. The routed peak reservoir outflows were 151,000 second-feet for reservoirs of capacities of 50,000 and 75,000 acre-feet, and 11^1,000 second- feet and 137,000 second-feet for reservoirs of capacities of 1[[3,000 and 188,000 acre-feet, respectively. The spillways were designed as concrete- lined overpour chutes, with ogee-weir control sections. The maximum depth -231- of water above the spillway lip would be 23 feet for the two smaller dams and 22 feet for the others, and an additional five feet of residual freeboard irould be provided. The spillways would be located in the saddle on the left abutment and would discharge into Santa Margarita River downstream from the toe of the dam. The spillway chutes would be concrete-lined for a portion of their lengths. It was estimated that the constmjction period would be 1-1/2 years, 2 years, 2-1/2 years, and 3 years for the respective sizes of dam considered. During construction, summer flow would be diverted through the outlet con- duit, while diversion of winter flows would be effected through an uncom- pleted portion of the dams in the channel section. The outlet works intake structure located at the upstream toe near the left abutpient would ue a short concrete tov;er, with steel ti-ash rack at the entrance. A concrete pressure conduit beneath all dams would extend from the intake structure to the valve cliamber located upstream from the axis of the dam. A high pressure slide gate wouJ.d be installed within the gate valve chamber and a reinforced concrete culvert, varying in diameter depending upon the capacity of the reservoir, would extend from the valve chamber to a control valve house at the downstream toe of the dam. A steel pipe supported on cradles would extend through the culvert from the valve chamber to the control valve house where a bifurcation structure would be located permitting the discharge of water to either Santa Margarita River or a possible conduits Downstream releases would be controlled by a Howell- Biinger valve, and a needle valve would control releases to the conduito The dam site and a major portion of the lands in the De Luz reservoir area are located within Camp Pendleton Naval Reservation, while the remainder of the reservoir area is held in private ownership. It wgs -232- estimated that about 980, 1,260, lj,,9iiO^ and 2,3liO acres of minor clearing would be required for the respective sizes of reservoirs considered. Minor county roads within ihe reservoir area vronjld be relocated where necsssaryo Presented in Table 50 are pertinent data with respect to general features and capital and arjiual costs of dams and reservoirs considered at the De Luz site. Detailed cost estimates of safe yield and cost of dams and reservoirs are included in Appendixes I and J, respectively. For illustra- tive purposes, a plan, profile, and section of the dam creating a resei-voir with storage capacity of 188,000 acre-feet are shown on Plate 27, entitled "De Luz Dam on Santa Margarita River". -233- TABLE 50 GENERAL FEATURES OF FOUR SIZES OF DAM AND RF^ERVOIR AT THE DE LUZ DAM SITE ON SANTA MARGARITA RIVER ChEracL.erist ijs of Sibe Drainage are?.— 700 square miles Es bimsbed mean ssasonal ninoff--31^500 acre-feet Estimated mean gross seasonal depth of evaporation- Estimated mean seasonal precipitation— 1« 30 feet Es-.Djnatad sedimentation— Ik, 000 acre-feet ELevatdon of stream bed, U.S.GoS. datura— 125 feet -U.OO feet 4 Gross reservoir storage capacity, in acre-feet ___^ °50i)Ooo "i ~~75iOoo ; liqJTooo s isa^'oooT £3rx.hfill Dam Crest elevation, in feet;, U.S.G.S. d&tvm 270 293 33h 355 Crest length, in feet 1,860 2,170 3,19S 3,hOO Crv?st width, in feet 30 30 30 30 Height, spillway lip above stream bed, in feet 117 liiO 182 203 £ide slopes, upstream and dowistreatn 2-l/2sl 2-l/2sl 3sl 3sl Freeboard, above spillway lip, in feet 23 28 27 27 Voluiae of fill, in cubic yards 1,550,000 2,715,000 5,829,000 8,252,000 R3ser^;oir Surface area at spill ■way lip, in acres Net storage capacity at spillway lip, in aci-e-feet Type of spillway Spillway disi^harge capacity, in £--econd"feet T-ype of outlet Estiiaated net safe seasonal yields in acre-feet Capit3l_ Costs Dam and reservoir Per acre-foot of storage Per acre-foot of net safe yield 980 1,260 l,9iiO 36,000 61,000 129,000 Ogee -Keir and chute 2,3ii0 17h,000 151,000 151,000 lid, 000 i42'»inch ii8-inch 66-inch diameter diameter diameter steel pipe steel pipe steel pipe steel pipe beneath beneath beneath beneath dam dam dam 137,000 7 2- inch diameter dam 6,300 $3,153,000 63 500 8,Ii00 la,000 15,700 ,1*62,000 §9,609,000 $13,205,000 60 531 67 686 70 8iil ApniuS.1 Cos ts Dam and reservoir For acre-foot of net safe yield Per acre-foot of increm.ental net safe yield I 155,100 $ 220,000 $ U65,ooo $ 2ii,60 26.20 33c 20 30o90 U3.80 636,200 iiO.50 100. 70 -232i- Upper De Luz Dam and fieservoir o The Upper De Luz dam site is located on De Luz Creek about two miles north of its confluence with Santa Margarita River, and is located in Section 20, Township 9 South, Range k Vfest, S.B»Bo&J'l« Camp De Luz Road, paralleling De Luz Creek, passes along the right abutment of the dam site and traverses the reservoir area. Stream bed elevation at the dam site is about 185 feet, U.S.G.So datum. Consideration was given to the construction of a small dam and reservoir at the Upper De Luz site for storage of flood waters in De Luz Creek and utilization of the water so Conserved by Camp Pendleton,, Tliis was a reconnaissance type study based on limited infor= mation. The purpose was to determine the feasibility of this site as an alternate to a similar small dam and reservoir at the De Luz dam site. The drainage ar-ea of De Luz Creek above the Upper De Luz site com- prises about Lih square miles, and on the assuription that runoff at the site is 86 per cent of the runoff between the United States Geological Survey gaging station near Fallbrook and the De Luz dam site, produced an estimated average seasonal natural runoff during the i;3-year mean period, 1895-96 through 19ij.2-U3, of about 8,350 acre-feeto Runoff under present conditions is assumed to be equal to the natural runoff. Precipitation at the site is estimated to average lo30 feet in depth seasonallyo No geologic survey was made during this investigation at the Upper De Luz site, all data used being obtained from previous reports. The abutments and foundation at the dam site are in an area of intrusive rock related to the Santiago Peak volcanic s= They are characterized here by fine-grained grano- diorites and related rocks which occixr as small outcrops, and comprise a series of agglomerates, tuffs, shallox-j intrusives, and flows \n.th associated shales and quartzites which are mildly metamorphosed. According to previous geologic studies, De Luz Creek may be controlled by an active fault and the region should be considered seismically active. -235- Reservoir areas and capacities for various heights of dam were derived from United States Geological Survey quadrangles at a scale of l:2!i,000 with a 20-foot contour intervale The values so determined are pre- sented in Table 5l« TABLE Si AREAS AND CAB^ CITIES OF UPPER DE LUZ RESERVOIR • Water surface Depth of water s elevation^ : Water surface , Storage capacity. at dam. in feet : UoSoG.Sa datum^ s area, in acres in acre -feet i in feet : 185 15 200 26 200 35 220 78 1,2U0 55 2i|0 130 3,320 75 260 170 6,320 9S 280 230 10,300 115 300 310 15.700 135 320 390 22,700 155 3ii0 500 31,600 175 360 620 it2s800 195 380 700 56 .,000 215 1400 900 72,000 235 ll.20 1,150 92,500 Based on estimates of runoff during the critical dry period from April, 1895'5 through September, 1911+, a yield study was made for a reservoir storage capacity of 50,000 acre-feet. In the study, an allowance was made for reduction in effective storage capacity due to sedimentation in the amount of 3,300 acre-feet. The resulting estimated gross and net safe seasonal yi.eld was 6,000 acre-feet for both, there being no change in the amount of water available by direct diversion to Fallbrook Riblic Utility District and the Naval Ammunition Depot or in the yield of Santa Margarita Coastal Basin<, Based on the limited data av^lable, an estimate of cost was prepared -236- for a dam at the Upper De Luz site \rith. a height of 20? feet from stream bed to crest of dam, A rolled fill structure x-7as contemplated, comprising an impervious core of select earth material, and upstream and doimstream sections of pervious free draining material. Upstream and downstream slopes of the dam would be 3:1<. The impervious section would have upstream and doirmstrearri slopes of 0.8:1. Crest mdth irould be 30 feet, comprising a 10-foot width for the impervious core and 10-foot vjidths each for the upstream and downstream per- vious sections., The upstream face of the dam would be protected against ^^^ave action by rock riprap placed to a depth cf tliree feet normal to the slope. Earth fill quantities were estimated from enlarged copies of United States Geological Survey Quadrangles, edition of 19k9, at a scale of 1:21;, 000 with a 20-foot contour interval. For purposes of the cost estimates, it was assumed that under the impervious section an average depth of 25 feet of sand and gravel would be stripped in the channel, a depth of l5 feet of brol^en rock and mantle would be removed on the left abutment, and 10 feet of broken rock and mantle would be removed on the right abutment. For the pervious sections, a depth of strip- ping of 3 feet was assumed throughout the contact area. It was assumed that foundation treatment would include moderate grouting. Earth material considered suitable for the impervious section of the dam occurs in terraces both upstream and doimstream from the site T-jithin an assumed average haul distance of two miles. Pervious material is available in the channel and in nearby terraces. It is estimated that 80 per cent of the material removed under the impervious section and the spillway could be used in the pervious section and that riprap could be quarried from rock vathin the reservoir area. It was assumed that compaction of the impervious section of the darfi would be effected by either sheepsfoot or pneumatic rollers, and that pneumatic rollers would be used to compact the pervious sections. -237- The spillway considered vrould have a discharge capacity of i+l^OOO second-feet, which is the estimated peak discharge of a once in one thousand year floodo The spillway was designed as a concrete -lined ovBrpour chute, with an ogee weir contz-ol section. The spillway weir and channel would be excavated through the saddle on the right abutment and would discharge into De Luz Creek downstream from the dam. Depth of water above the spillway lip at design discharge capacity would be l5 feet and an additional 5 feet of residual freeboard would be provided » It v;as estimaT^d that the Upper De Luz Dam would require about two years for constructionc During constni.ctior^ summer flow would be diverted through the outlet conduit^ while diversion of winter flows would be effected through an uncompleted portion of the dams in the channel section. The outlet works tould have a submerged concrete inlet structure at the upstream toe near the left abutment, A concrete pressure conduit beneath the dairi would extend from the intake tower to the valve chairiberj located some- what upstream from the a:xls of the dajn., A high pressure slide gate would be installed Tr/ithin the valve charaber, and a reinforced concrete culvert would extend from the valve chamber to a cortrol valve house at the downstream toe of the danio A steel pipe supported on cradles would extend thi'ough the cul- vert from the valve chamber to the control valve house where a bifurcation structure would be located perwdtting discharge of water to either Santa Margarita River or to a conduit » Downstreaxn releases would be contr'olled by a 30-inch diameter Howell-Bunger valve j and a 30-insh disjneter needle valve would control releases to the conduit. The dam site and a major portion of the land in the Upper De Luz reservoir area are in Camp Pendleton Naval Reservation, while the remsdnder is held in private owner shipo It was estimated that about 675 acres of land -238= would have to be cleared^ and a short length of the county road to De Luz would be relocated. Presented in Table 52 are pertinent data with respect to general features and capital and sinnual costs of the dam and reservoir considered at this site, A detailed cost estimate is included in Appendix J. ■239- TABLE 52 GENERAL FEATURES OF DAM AND RESERVOIR AT THE UPPER DE LUZ SITE ON DE LUZ CREEK Characteristics of Site firainage area— iiU square miles Estimated mean seasonal runoff — -8,350 acre-feet Estimated mean gross seasonal depth of evaporation — k'OO feet Estimated mean seasonal precipitation — 1.30 feet Estimated sediraentation--3,300 acre-feet Elevation of stream bed^ U.S.G.S. datum — l85 feet Earthf ill Dam Crest elevation,, in feet, U.S.GoSi. datum Crest length, in feet Crest width, in feet Height, spillway lip above stream bed, in feet Side slopes, upstream and downstream Freeboard^ above spillway lip, in feet Volume of fill, in cubic yards Re ser vo ii" Surface area at spillway lip^ in acres Gross reservoir storage capacity, in acre-feet Net storage capacity at spillway lip, in acre -feet Type of spillway Spillway discharge capacity^ in second -feet Tyj>e of outlet Estimated net safe seasonal yield, in acre -feet Cap ital Costs Fam and reservoir Per acre -foot of storage Per acre^foot of net safe yield Annual Cost s Dam and reservoir Per acre-foot of net safe yield 392 1,120 30 187 3:1 20 3,510,000 675 50,000 ii6, 700 Ogee weir with concrete-lined chute U,000 ii2-inch diameter steel pipe beneath dam 6,000 $U, 938, 000 99 823 238,700 39 « 80 =2U0- other Dam and Reservoi r Site s. In addition to the four dams and reservoir sites considered in the previous paragraphs, a number of other sites were studied in much less detail, and on the basis of such reconnaissance were dismissed from further consideration. These sites are discussed briefly in the following paragraphs. There is a good dam site at the head of Temecula Canyon. However, the reservoir would cover a large area in relation to the quantity of water stored, and because of the consequent high evaporation loss a $0,000 acre-foot reservoir at this site would probably yield less than 2,hOO acre-feet annually. A large area of irrigable land would be flooded, and relocation of about four miles of modern two-lane limited access highway together with the constmction of a bridge across the spillway, with expensive bridge approaches, would be required. Because much more attractive sites are available, no fxirther con- sideration was given to this site, A dam and reservoir site on Tucalota Creek, about one mile east of Murrieta Hot Springs, was considered for conservation of local runoff. The most feasible size of reservoir at the site appears to be 2,500 acre-feet. Such a reservoir would have a gross seasonal yield of about 675 acre-feet, and, assuming no releases would be required to satisfy present downstream uses, reconnaissance cost estimates indicate that water at the reservoir would cost about $62,00 per acre-foot. Since such a small quantity of water could be conserved, and since imported water will probably become available at less cost, this site was not further considered, A dam and reservoir site on Warm Springs Creek about one mile north- west of Murrieta Hot Springs was also considered for conservation of local runoff. The most feasible size at this site for such a purpose is believed to be about 5,000 acre-feet, for which the gross yield would be about 560 acre- feet per year. Again assuming no releases would be required to satisfy -21,1- present downstream uses, reconnaissance cost estimates indicate the cost of conserved water to be about $62,00 per acre. This site was given no fiurther consideration for conservation of local runoff because of the low yield and high unit cost of water, but it is believed to be feasible for use in regula- tion of imported supplies of water and such a use is discussed later in this chapter. A site in Cole Canyon about two miles west of Mxirrieta was con- sidered for construction of a dam and reservoir to conserve local runoff. The size believed to be most feasible at this site is 1,000 acre-feet, and the gross seasonal yield of such a reservoir was calculated to be l60 acre-feet. Tlie small yield, at an estimated cost of over $70.00 per acre-foot at the reservoir, eliminated this site from further consideration. The area upstream from Vail Reservoir was also considered as a pos- sible location for a reservoir or reservoirs to conserve local waters. How- ever, since the Vail Company has a permit to appropriate and has, since 19it8, appropriated waters from Temecula Creek by storage in Vail Reservoir, any further appropriation of water by surface storage upstream from Vail Dam would be subject to the prior appropriation. Under these circumstances, it is assumed that the only water which could be stored is that which would other- wise spill over the dam. Spills would have been infrequent with the regimen of runoff which occurred in the past, and, for the critical 20-year period from 1895-96 through 19lli-l5, no water would have gone over the spillway had the dam been in existence and had it been operated on a safe yield basis. No single dam could be built to conserve Vail spills since three tributaries, Temecula Creek, Lancaster Creek, and Arroyo Seco Creek, flow into the reser- voir. Pui'thermore, if it were possible to store the spills in a single reser- voir, 20,000 acre-feet of storage would yield only about 600 acre-feet of •2I42- water a year. On the basis of this analysis it is apparent that surface reservoirs upstresira from Vail Dam are infeasible and no sites in that area were inspected* Comparison of Reservoir Projects In preceding paragraphs, estimated safe yields of reservoirs of various capacities at four sites, together with estimates of cost therefor have been presented and discussedo Derived values for items which are useful in comparing the accomplishments of these reservoirs are summarized in Table $3, and a discussion of these accomplishments is presented in this sectionc Also presented in this section is an evaluation of the accomplishments of the combined operation of various sizes of reservoirs at the Fallbrook Lippincott and De Luz sites. Prepared for purposes of graphic analysis were Plates 28, 29 and 30, which respectively, depict the relationships between reservoir storage capacity and capital cost, storage capacity and net safe seasonal yield, and net safe seasonal yield and annual unit cost of water at the reservoirs. On the basis of reconnaissance estimates it was found that costs for conveyance of water from the reservoirs on the lower river, found herein feasible of construction, to irrigable lands in Hydrographic Units 1 through h would be prohibitive. The water supply developed at the considered reservoirs was therefore assumed to be delivered to the large areas of demand in Hydrographic Units 5 and 6, namely the Fallbrook area and lands presently within Camp Pendleton Naval Reservation. -2i|3- (a E-i ■a! 6- o S3 •o (U rH o rH 0) L> nj *H o +> H» >, Q. o C o 3 a +» w & «-< CO 1 0> » o « .H a«^ C i-. *••• c Q-« O n I. O Ci o o a! o m ^ +> s ra c o ^ o (H ^ +» 't-C CO o. o (d o o C t^ e r-1 •H « Ra-S en ON •k ^ OK «^ •. •k »k OS vs cn J- ON C^ cnj- ITN C\ r-? J- rH i-{ ■(■J- (0 >> oJ •o o. 60 o +» 01 o o o o o o o o CN J- O f^ •s •* «k •» NO CO jrt- UN i-H rH rH .H O O O O rH NO o o o o o o o o Q-, 6-, fc4 t, «-• Ci ^ss J3 j3 J3 j: j: j3 ♦^ -p +> +> +> H^ +5 +» +» (. (h L, b (• ^ CI o f> o <■> o o o o o O o o o o o o o » ». • "»t •» IS OS o UN enoo UN UN LtNUNO o UN t~^ J- OO •nND (N UN UN rH rH t^ •-t ■p ■P o o 5 & s* t» B. b •rl s N -9 Da 3 ^ ■8 O o a N 1. (« 3 J3 J3 b J rH rH S rH rH Ck 000 acre-feeto Calculated costs of water per acre-foot delivered from De Luz reservoirs of 75,000, lli3,000, and 188,000 acre-foot capacities to Camp Pendleton and to Fallbrook, are set forth in the following tabulation, the distribution of water being 60 per cent to Camp Pendleton and i|0 per cent to Fallbrook, and delivery cost being derived as in the detailed examples of cost estimates of conveyance works in Appendix J: Anntml cost of water per acre-foot Delivered to Dellve ired to Net safe Fallbrook area Carap Pendleton seasonal At Delivery Total Delivery Total Reservoir yield 8,1+00 reservoir $26„20 cost cost cost cost le Luz 75 > 000 acre-foot .^. $l+.00 $30,00 capacity 'e Luz 11+3,000 acre -foot ll+.OOO $33-20 $ll+,00 $1+7.00 U.OO 37.00 capacity le Luz 188,000 acre -foot 15,700 1+0 = 50 13.00 5 "+.00 i+.oo 1+5.00 capacity ~2kQ- Because of a possible advantage in having part of the supply from a reservoir developed as high as possible on the Santa Margarita River and because of the possibility of construction of a small reservoir at the Fallbrook Lippincott site for local use, combinations of dams at the Lippincott site with reservoirs at De Luz were consideredo Ihe 35>000 and 65,000 acre-foot reservoirs were each considered as being in combination with De Luz reservoirs of 50,000, YSjOOO, and lltS^OOO acre-foot capacities. In the operation studies it was assumed that all stream flow, except spill, would be stopped at Fallbrook Lippincott reservoir, all remaining stream flow, except spill, tributary to De Luz would likewise be stopped at that reservoir, and Santa Margarita Coastal Basin would be operated to maintain existing conditions, i.e. to utilize only the storage capacity presently utilized and thus maintain ground water levels as at present. For purposes of illustration, details of the study of De Luz reservoir of 75,000 acre- foot capacity operated simultaneously with Fallbrook Lippincott reservoir of 65,000 acre-foot capacity are presented in Appendix I, page 1-6. Results of all combination studies, including the costs of delivery of water to Gamp Pendleton and the Fallbrook area, are presented in Table 5U. In the studies no consideration was given to priority of reservoir construction, and in each instance the s\im of the costs of the reservoirs is divided by the yield of the combination development to obtain an average unit cost of water at the reservoirs o It was then assumed that IiO per cent of the supply would be delivered to the Fallbrook area and 60 per cent to Camp Pendleton area, and costs of conveyance were added. -21;9- TABLE 54 SUMMARY OP COMBINATION DAM AND RESERVOIR STUDIES Item Reservoir ooTibination Pallbrook Lipplncott Reservoir 35,000 acre-feet With De Lu2 Reservoir 50,000 75,000 143,000 aore-feet acre-feet acre-feet Pallbrook Lipoincott Reservoir 65,000 acre-feet With De Luz Reservoir 50,000 75,000 143,000 aore-feet aore-feet acre-feet Gross storage capacity, acre-feet Net safe seasonal yield, acre-feet 85,000 110,000 I7fi,ooo 115,000 iUo,ooo 208,000 3,900 10,900 lU,300 11,400 13,100 15,500 Cost of dams and $6,195,700 $7,504,900$12,652,200 $7,976,000 $9,285,200 $14,432,500 303,600 368,500 613,500 390,500 455,400 700,400 Average cost of water per acre-foot : At s^servolr: $34.10 $33,80 $42.90 $34.30 $34.80 $45.20 Delivered to Pallbrook area f rom Pallbrook Lipplncott Reservoir: Conveyance cost Total cost 9.00 9.00 9.00 9.00 9.00 9.00 43.00 43.00 52.00 43.00 44.00 54.00 Delivered to Camp Pendleton from De Luz Reser'/oir: Conveyance cost Total cost 4,00 4.00 4.00 4.00 4.00 4.00 38.00 38.00 47.00 38.00 39.00 49.00 -2^0- Costs of water delivered to Fallbrook and Camp Pendleton from the most desirable reservoirs are summarized in Table 5$o TABLE 55 SUMMARY OF ANNUAL COSTS OF WATER DELIVERED TO FALLBROOK AND CAMP PENDLETON Source Net safe: seasonal: Supply to Fallbrook Area Supply to Camp Pendleton ^ ^ : Cost per :, „ ,:Cost per yield : Acre-feet ^ ^...e-^oot :^^^-^^^^acre-foot De Luz Reservoir, 6,300 50,000 acre-foot capacity De Luz Reservoir, 8,i|00 — ■ 75^000 acre-foot capacity De Luz Reservoir, li;,000 5.*600 lU3,000 acre -foot capacity De Luz Reservoir, 15,700 6,300 188,000 acre-foot capacity Fallbrook Li^pincott, 5,100 5,100 35,000 acre-foot capacity Fallbrook Lippincott, 7,600 7,600 65,000 acre-foot capacity Fallbrook Lippincott, lU,300 5,700 35,000 acre-foot plus De Luz 1^3,000 acre-foot capacity Fallbrook Lippincott, 13,100 5,200 65,000 acre-foot plus De Luz 75,000 acre-foot capacity 5U.oo'= 38.00^ 140.00° 52oOO i4;cOO 6,300 $29.00^ 8,i;00 9,U00 8,600 7,900 30.00= $U7.00^ 8,l400 37.00^ li5.00'' U7.00^ 39.00"' a. One-half of supply delivered at elevation of about 275 feet and one-half at elevation hhO feet. b. SuDply delivered at elevation 8IiO feet. c. Supply delivered at elevation 83O feet. -251- Importation of Water As has been stated, satisfaction of the largest portion of the estimated ultimate supplemental water requiranent in the Santa Margarita River watershed of about 136,000 acre-feet per season, must lie in impor- tation of water from outside sources. As ^own on Plate 2k, full develop- ment of local waters now wasting to the ocean would provide in the order of 20,000 acre-feet per season. However, from an engineering and economic standpoint, it appears that something less than this amount of local water is feasible of development and that under conditions of ultimate develop- mentj imported water in the amount of about 120,000 acre-feet per season will be required in the watershed. Ihe only imported water available to the Santa Margarita River watershed in the relatively near future is Colorado River water distri- buted through facilities of The Metropolitan Water District of Southern California and the San Diego County Water Authority, a manber agency there- of. At such time as the Colorado River supply is completely utilized and additional waters are needed in the southern California area, preliminary plans by the State of California provide for the transportation of north- ern California waters to this area. By these plans, northern California waters could be served to the Santa Margarita River watershed and adjacent areas through facilities of The California Aqueduct System, hereinafter described. Plans for Importation from Colorado River The San Diego County Water Authority operates the existing San Diego Aqueduct which crosses Santa Margarita River watershed from ■2$2- north to south a few miles east of Temecula. The aqueduct extends from the main Colorado River Aqueduct at San Jacinto tunnel to San Vicente Reservoir on the route shown on Plate 25. Ownership of the line from San Jacinto tunnel to San Luis Rey River is vested in Ihe Metropolitan Water District of Southern California and the remainder is ovmed by San Diego County Water Authority, The aqueduct consists of two parallel con- duits with a combined capacity of about 190 second-feet, or about 138,000 acre-feet per year» It is presently operated at peak capacity to satisfy present water requirements within the service area of San Diego County Water Authority, including Fallbrook Public Utility District and Rainbow Municipal Water District. All member agencies of the Authority are not now using their estimated preferential right based on assessed valuations to purchase Colorado River water, some agencies using less and others using more than their right. In some cases one member agency sells water from the unused portion of its right to other member agencies. Preliminary plans and estimates of cost of providing Colorado River water to various portions of the Santa Margarita River watershed are presented herein primarily to provide a basis of comparison of the cost of Colorado River water with the cost of developing local water. It is recognized that the exista ng San Diego Aqueduct is being utilized to capacity and that additional Colorado River water would not be avail- able to the watershed until additional aqueduct capacity to serve the San Diego County ivater Authority is constructed. Plans for such a second aqueduct are now under consideration by the Authority, Ihe Metropolitan Water District, and the State of California, The San Diego County Water Authority now charges $12 per acre- foot for water at the aqueduct. Tne Metroplitan Water District similarly -253- sells untreated water to its member agencies at a cost of I'lO per acre- footo In addition to these charges, member agencies must pay annual District and Authority taxes, and in the case of a recently annexed agency must repay with interest the taxes to the District that the agency would have paid had it been a member of the District since its inception in 1929. Officials of the Fallbrook Public Utility District report that current taxes paid to the Authority average about $10 per acre-foot of water purchased directly from the Authority o The price of Colorado River water served to a federal entity such as Camp Pendleton could not be definitely determined. However, in the case of March Air Force Base in Riverside County a price of $30 per acre-foot at Lake Matthews was charged by the Metropolitan Water District. To determine approximate costs of conveyance of Colorado River water to points of use, preliminary study was made of a system to distri- bute water from San Diego Aqueduct to Fallbrook and to Camp Pendleton. Ihese facilities would consist of ValTecitos regulatory reservoir south of Rainbow and gravity pipe lines to small terminal reservoirs at Fallbrook and Camp Pendleton» Cost estimate for Vallecitos Reservoir of 3,000 acre- foot capacity is presented in Appendix J, page J-2U, Estimates of costs of distribution systems are presented in Appendix J, pages J-30 and J-31. Locations of the reservoir and conduits are shown on Plate 25o Ihe 3,000 acre-foot capacity reservoir would regulate a supply of 12,000 to 15,000 acre-foet per year of water released from San Diego Aqueduct on a uniform flow basis- The cost for such storage would average about two dollars per acre-foot of water regulated^ Annual cost of oper- ation of a conduit to deliver 6.000 acre-feet of water from the regulatory reservoir to a terminal reservoir at elevation 775 feet in Fallbrook would be $ii6,000, or about $8oOO per acre-foot. The unit cost of water -251;- regulated and delivered to a teiminal reservoir in Fallbrook therefore would be about $22.00 per acre-foot exclusive of taxes. Similarly, if it were assumed that water were purchased at the aqueduct for $30.00 per acre-foot, delivery of 9,000 acre-feet of Colorado River water to a small terminal reservoir at elevation UUO feet at Camp Pendleton would cost about ^ItOoOO per acre-foot. On the basis of the foregoing and assuming no increase in District and Authority taxes as a result of constraction necessary to make additional Colorado River water available to the Santa Margarita River watershed and adjacent areas, it would appear that where such water is available it could be delivered to Ihe cited service areas at a unit cost comparable to or somewhat less than that of water from con- sidered local surface storage developments. Plans have not been developed in this investigation to provide delivery of Colorado River water to all areas within the watershed which will ultimately need water service^ but preliminary studies of two such projects were made to show their physical and engineering feasibilLty. Preliminary layout of a gravity system to serve supplanental water to a portion of Murrieta Valley and surrounding areas is delineated on Plate 25. The system consists of a 9,000 acre-foot capacity storage reservoir on Warm Springs Creek to regulate a uniform supply from San Diego Aqueduct (or Second San Diego Aqueduct)^ and a pipe line graviiy distribution system from the reservoir to irrigable lands below. An annual supply of 36^,200 acre-feet released from the aqueduct at a uni- form rate of 50 second-feet would supply about 10,000 acres of land having an average applied water requiranent of 3.5 acre-feet per acre. Preliminary layout of another gravity distribution syston to serve water to the Sedco, Iftiildomar, and Murrieta Valley areas is also -255- shown on Plate 25o Ihis system would serve a portion of the area served by the project described above. It would comprise a turnout from San Diego Aqueduct to a stream channel tributary to Railroad Canyon Reservoir on San Jacinto River near Elsinore, utilization of Railroad Canyon Reser- voir for regulation of the supply, and a pipe line through Sedco to Murrieta Valley. Both of the systems described above could utilize a water sipply either from Colorado River or from northern California V through one of the aqueducts of Ihe Califorria Water Plan. Other irri- gable lands in the watershed could be served by distribution systans from San Diego Aqueduct, but much of the land could best be served by aqueducts at higher elevation ■viiich are discussed below, :ihe California Water Pla n California is noted for the sporadic occurrence of its water supply. At times there are devastating floods causing loss of life and tremendous damage to propertyo At other times, contrasting water shortages exist which threaten the security of our State's economyo Further, the wet and dry phases of this apparent cyclic occurrence of water supply extend over protracted perLodso Finally, there exists a geographical maldistribution of water resources. In this connection, the conservable water supplies in the area north of Sacramento greatly exceed all possible future water requirements; whereaSj, the portion of the State to the south of Sacramento has a potential need for water far in excess of available local supplies. The solution of these problems lies in the development of large reservoir storage capacity in the northern portion of the State to control flood waters and provide the seasonal and cyclic regulation necessary for their later use, and in the construction of works to convey the regulated supplies southerly -2^6- to -areas of deficiency. !Ihis is the basic principle of "The California Water Plan". The State Water Resources Board in May, 1956, issued in preliminary form Bulletin No, 3, "Report on The California Water ELaa", which sets forth this plan. Under tlie plan an presented therej.ii, a regulated supplj of water would be discharged into the Sacramento-San Joaquin Delta from stored surplus flood waters in surface and ground water reservoirs in the Sacramento Valley. These flows would be further augmented by similar stored waters from the Klamath -Trinity and Eel River develop- ments in the North Coastal Area^ all of which would be conveyed south- erly in The California Aqueduct System to areas of deficiency as far south as the Mexican border. The plan envisions some 260 major reser- voirs in our State and about 88 major hydroelectric plants. These reservoirs would add about 60,000,000 acre-feet of surface storage, as compared to a total of 20,000,000 acre-feet today. The use of large amoimts of ground water storage capacity in the San Joaquin Valley is also planned. Added hydroelectric power installations of some 11,800,000 kilowatts are planned as compared to present installations of about 2,900,000 kilowatts. The first step in the realization of "The California Water Plan" is the Feather River Project, which was authorized by the Legislature in 1951. This multipurpose project is truly state-wide in its accomplishments. It will provide greatly needed flood protection to the Sacramento Vallsy in the Mary sville -Yuba City area, as well as other highly developed areas along the Feather River. It will provide an additional water supply of nearly 1,000,000 acre-feet per season to lands along the Feather River. It will develop 1,600,000,000 kilowatt- hours of electrical energy at OrovLlle Dam. And, finally, it will make -257- available for exportation to water-deficient areas to the south a firm supply in excess of Uj 000, 000 acre-feet per season. Further studies of Feather River Project Aqueduct routes will be made commencing in fiscal year 1956-57. These studies will include methods of delivering Feather River Project water to San Diego County and adjacent areas, including the Santa Margarita River watershed. As described in the preliminary draft of Bulletin No. 3, ulti- mately it is believed three aqueducts in addition to the existing San Diego Aqueduct will be required to convey supplemental water to San Diego County and southwestern Riverside County. These aqueducts, shown on Plate 25, are designated in Bulletin No, 3 asj Second San Diego Aque- duct, terminating at Lower Ot-ay Reservoiri Barona Aqueduct, terminating at Barona Reservoir; and the San Diego High Line Aqueduct, terminating at Santa Ysabel Reservoir. The alignment of this latter aqueduct is that cf the Feather River Project Aqueduct as it is presently authorized,, as shown on Plate 25. Regulation for the Barona Aqueduct would be provided at Keys Canyon Reservoir, The hydraulic grade line of the Second San Diego Aqueduct would be about the same as the present aqueduct, and that of the Barona Aqueduct about 200 feet higher. Capacities of and seasonal deliveries of water in these aqueducts and of the existing San Diego Aqueduct are set forth in the following tabulation: -258- Aqueduct Existing San Diego Aqueduct Second San Diego Aqueduct Barona Aqueduct San Diegc High Line Aqueduct TOmLS Capaci' in second ty, -feet Seasonal delivery, in acre-feet 190 138,000 500 362,000 505 366,000 5U0 390,000 1,735 1,256,000 The foregoing aqueduct system vould be so constructed that it would be physically possible to deliver either Colorado River water or northern California water in all aqueducts except the San Diego High Line. By this system water service could be provided to nearly all portions of the Santa Margarita River watershed. -259- I CHAPTER VI, SUMMARY, CONCLUSIONS, AND RECOM'lENDATrONS Suironary Santa Margarita River watershed comprises an area of 7U2 square miles in northern San Diego and western Riverside Counties, draining into the Pacific Ocean a short distance north of Oceanside, California. A total of about 172 square miles is irrigable, and of this 6,l\hO acres, or about six per cent, is irrigatedo The population occupying the watershed in 19$0, was about U,000, that of the largest town, Fallbrook, being 1,735 persons. Industrial development is limited to fruit packing and light manufacturing o A major development in the area is the Camp Pendleton Marine Corps training base, The climate, topography and soils of the watershed are similar to those in other portions of San Diego County where extensive development to high value crop production has been rapid. One factor limiting such development in Santa Margarita River watershed may have been the large areas concentrated in single ownerships, 122 square miles beirg held by the Vail Company and about 170 square miles by the United States. A more potent factor has been the lack of water supply which could be developed convenient- ly and economicallyo Prior to the construction of Vail Dam in 19h9> the water supply was limited to that puraped from iiie ground water, or diverted from the unregulated stream flow, augmented by a relatively small importa- tion of Colorado River water. Ihere are a few water quality problems in the watershed. Ground water containing a higher percentage of sodium ion than is desirable in irrigation water occurs naturally at several points in the watershed, and some spring waters are higher in total dissolved solids, chlorides, flou- rides, and hardness than is desirable for domestic use,. High nitrate -261- concsntration at a few wells, most of them in Murrieta Valley or in the Fallbrook ai-ea, indicate localized degradation in the immediate vicinity of each -well. Some degradation also is evidenced in Santa Margarita Coastal Basin where, as a result of the lowered water table, saline waters which are probably connate have been dravm into a few wells, and sea water has periodically irvaded the alluvial deposits downstream from Ysidora Nairrows and in 1951 reached a point one-half mile inside the Basin« It was recent]ly discovered that ground wa,ter in tiie vicinity of Murrieta was being contaminated as a result of the discharge of hexavalent chromium plating wastes to the ground surface ard a cesspoolc Evidence as to the persistence of the contamination since abatement of the waste is not yet conclusive. Although these problems exist, those that are not readily susceptible of correction are not xd.de spread, and for the r.ost part the surface £n.d ground waters in the watershed are of suitable qii.ality for irrigation and domestic use,. It is estimated that 155, OCO acre-feet of water exclusive of rainfall or about 136,500 acre-feet more than is presently usefully con- surnedj xjill be required to satisfy the ultimate needs of lands within the Tjatershedo In addition to this, more water is needed ininediately by agencies serving areas botii inside and adjacent to the watershed. A portion of this requirement might be met by salvage of local water pres- ently wasting to ihe ocean, Ihe ren.ainder must be imported frcen sources outside the watershed. The local water supply all oidginates in precipitation on ihe watershed and the availability of ground water or unregulated stream flow at times when i t is needed is determined in lare^e measure by the quantity and regiinen of the precipitation and resultirig rj.noffo Estimated mean -262- seasonal precipitation has ranged in depth from less than 10 inches in Lancaster Valley to a little more than i|0 inches in the vicinity of Palomar Mountain on the saithern boundary of the watershed, and in quantity has averaged 698,500 acre-feet seasonally. Over the years since I886-87, the precipitation has rarged from an estimated U? per cent of the mean in 1933-3U to 197 per cent in 1936-37. Runoff from the water- shed is still more erratic, estimated seasonal natural flow in the princi- pal streams having ranged between 15 and 700 per cent of the mean. Of the local and presently imported water supply, it is estimated that 18,700 acre-feet per season exclusive of precipitation is usefully consumed on or exported from the watershed, and that on the average, 25*200 acre-feet of runoff wastes to the ocean seasonally. As regards the portion of this waste which might be salvaged, cyclical variation in its amount is of even greater moment than the seasonal variation noted above. Analysis indicates that complete regulation of the flow would re- quire reservoir capacity in the order of 300,000 acre-feet and that the net safe seasonal yield of a surface reservoir of that capacity at Ysidora would be about 20.000 acre-feet. During the course of the investigation, increased diversion of unregulated stream flow, increased use of ground water, and regulation of stream flow through construction and operation of surface reservoirs were all considered as possible means of salvaging as much as possible of the wastes Estimated present net draft on the surface waters of the water- shed is 5,^400 acre-feet per season. Ihe extent to which water can be utilized by direct diversion from an unregulated stream is dependent upon the flow in the stream at the time i*ien the water is needed. In Santa Margarita River watershed, as elsevAiere, agricultural demands for water are greatest during the suitiner months when flow in the streams is least, -263- There are fevx locations on any of the streams in the watershed at liiich Slimmer flow exceeded 0,91 second-foot in 19^3 arid these are already fully utilized. Increased diversion of the unregulated flow at any point would not add to the useful supply but would merely change the place of use. Present net draft on the ground water is estimated to be 12,800 acre-feet per season. One small area, namely Diamond Basin may have been slightly overdrawn, but over the watershed as a whole the regulatory storage capacity of the basins has not been fully developed and it would be physically possible to materially reduce the waste throu^ increased pumping from, the ground water. The usable storage capacity of Santa Margarita Coastal Basin, which lies adjacent to "bhe coast, is limited by the restriction that the water table must not fall below sea level for any protracted period of time. Heavy pumping in Ysidora Sub-basin, the farthest downstream, of three sub- basins has, as previously stated, resulted in intrusion of sea water some one-half mile into the basin, while at the sarae time -the water table in Chappo an.d Upper Sub-basins has remained well above sea level at all times. It is estimated that by increasing extractions there and reducing those from Ysidora Sub-basin, 21;, 000 acre-feet of storage capacity could be safely utilized, thereby increasing the yield of the basin to 9,700 acre-feet, 5,700 acre-feet more than the present net extraction. Ihe estimated cost of the new water so developed and delivered for use on Gamp Pendleton is $11 per acre-foot. It is believed that it would be possible to further increase the safe yield of Santa Margarita Coastal Basin, by an estimated 2,300 acre-feet per season, through constiuction of a barrier to sea water .26ii- I intrusion at Ysidora Narrows, Cost of a puddled clay cutoff at that site is estimated to be in the order of sl'2753 000, or ^6 per acre-i'oot of new water which might be developed thereby. While no such cutoff wall has been constructed to the depth which would be required here, it is believed that the plan merits further consideration. As regards the basins upstream from Temecula Canyon, where a reduction in outflow of some 5,600 acre-feet per season is estimated to be physically possiule, the poorly defined effects of legal restrictions imposed by the terms of the stipulated judgement in "Rancho Santa Margarita vso Vail, et al" as well as difficulties wtiich have been experienced in obtaining good wells in the past, make it inadvisable to consider any part of the physicdly possible reduction there, otherwise than as a safety factor in estimating the required ultimate import. To date. Vail Dam and Reservoir on Temecula Creek at Nigt?er Canyon, with a capacity of k9,^00 acre-feet and an estimated safe yield of 6,800 acre-feet per season is the only project of significant size which has been constructed in the watershed to regulate surface flow. Operation of this project was considered in estimating present waste to the ocean. Of surface storage projects considered for salvage of the present waste, the De Luz and Fallbrook Lippincott sites are thought to be besto It is estimated that the greatest salvage, namely 1^,700 acre-feet per season, would be accomplished by a reservoir at the De Luz site having a storage capacity of 188,000 acre-feet. Under this plan 6,300 acre-feet of water per season could be delivered to the Fallbrook area at an estimated cost of $^h per acre-foot, and 9,J400 acre-feet to Camp Pendleton at $k^ per acre-foot. With a ,ll|.3,000 acre-foot reservoir at this site, 5>600 acre-feet seasonally could be delivered to the Fallbrook -265- area at a cost of $U6 per acre-foot, and SjUOO acre-feet to Camp Pendleton at $37 per acre- foot. Combined operation of a 6^,000 acre- foot reservoir at the Fallbrook Lippincott site with one of 75^000 acre- foot capacity at De Luz would salvage an estimated 13;. 100 acre-feet of water, with 5>200 acre-feet going to Fallorook at an estimated cost of Uih per acre-foot and 7^900 acre-feet to Camp Pendleton at $39 per acre- foot, A smaller quantity of water could be salvaged, at still less cost per acre-foot, by means of a reservoir at the Fallbrook Lippincott site serving the Fallbrook area alone, or one at De Luz serving Camp Pendleton alone. Operation of a 65,000 acre-foot reservoir at the Fallbrook Lippincott site would provide an estimated 7j600 acre-feet of water to the Fallbrook area at a cost of ^pUO per acre-foot, and a 75^000 acre-foot reservoir at De Lu^j would provide 8,l400 acre-feet for Camp Pendleton at $30 per acre-footo Estimated capital costs of the above reservoirs are as follows : Reservoir Capital Cost 188,000 acre-feet at De Luz; |13, 20^,200 lil3,000 acre-feet at De Luz 9,609,200 75,000 acre-feet at De Luz U,U6l,900 65,000 acre-feet at Fallbrook Lippincott U, 8 23, 300 Legal considerations have an important bearing on the implementa- tion of plans for the salvage of presently wasting local water. The stip- ulated .judgment in "Rancho Santa Margarita vs. Vail" places a limitation on diversion of stream flow and extractions from the ground water upstream from Temecula Canyon, The action entitled "United States vs, Fallbrook Public Utility District, et al.", in which the judgment rendered in favor -266- of the United States in the Unites Stat,es District Court for the Southern District for California was recently reversed and a new trial ordered by the United States Court of Appeals for the Ninth Circuit, precludes any construction of surface reservoirs for conservation purposes, prior to final settlement of the suit. Estimates of the yields of new water which rnight be developed through salvage of presently wasting local vjater were based on stream flow records prior to and including September, 1953- The current drought period which may continue for an indeterminate number of years demonstrates the probability that drought periods more severe than tliose considered herein as critical, will occur occasionally in the future. Costs, too, change from year to year. Because of the inherent uncerl.ainty as to yields and costs, and tlie relatively high capital costs of reservoirs and unit cost of delivered water, it is unsafe to assume tliat use of local water ^Jill ever increase by more than 16,^)00 acre-feet, per season, and there- fore, that the need for imported watei- to supply lands within Santa Margarita River vfatershed only, will ultimately ue in the order of 120,000 acre-feet or greater. Two potential sources of imported water are considered herein. The Colorado River, and nortliern California streams. The Metropolitan Water District of Southern California is presently delivering Colorado River water, for use in San Diego County, to tlie San Diego County V/ater Authority, a member agency. The San -Uiego Aqueduct, turouga \jhich this water is delivered, is presently opei'ated to its full capacity of 190 second feet or 138,000 acre-feet per year. Plans are under consideration, however, for additional aqueducts, and tlie Colorado River is tlie lo; ical source of xjater to satisfy demands in the early fubui'e. -207- Under direction of the State Water Resources Doardj as authorized by Chapter l^Ul, Statutes of 19h7 , the Division of Water Resources has conducted studies which resulted in foi^Tiiulation, in preliminary form, of The California Water Plan. Under the plan, of ^^rhich the Feather River Project is authorized as the first unit,it is proposed to supply San Diego County as vjell as lands elsewhere in California wi.th northern California water as needed. To supply San Diego County and portions of Riverside County lands, three additional aqueducts have been studied J Second San Diego Aqueduct, terminating at Lower Otay Reservoir; Barona Aqueduct, terminating at Barona Reservoir; and San Diego High Line Aqueduct terminating at Santa Isabel Reservoir. Both Colorado River water and water from northern California streams can De delivei'ed through all but the High Line Aqueduct, The capacities of the existing aqueducts a.nd of those studied are as follows; Acre-feet Second-feet per season Existing San Diego Aqueduct 190 138,000 Second San Diego Aqueduct 500 362,000 Barona Aqueduct 505 366,000 High L.L-:e Aqueduct 5'UO 390,000 1,735 1,256,000 In the course of this investigation, additional conduit and regulatory reservoir systems to supply Colorado River on nortaern California water to Murrieta Valley, and to Camp Pendleton and the Fallurook area, were -268- studied on a prelimi.nary basis. An important consideration in such systems is the necessity for storage reservoirs, either as part of the distribution facilities or on the main aqueduct^, to regulate the supply which would be available essentially on a uniform flow oasis o The aqueducts, reservoirs, and conduitS;, exi.sting and considered herein as potential water supply de- velopment, are depicted on Plate 25.. Conclusions As a result of this investigation it is concluded that? 1. Economic development of lands within the watershed has been largely limited in extent to those activities vhlch could be served with water conveniently and economically obtained, With a possible minor exception, this has caused no overdraft on local water sources. There- fore, the presently developed supply^ including both local and imported water, is generally sufficient to meet present demands within the watershed provided present import is continued. 2, There are few areas in the watershed or in areas adjacent thereto where more water would not be put to oeneficial use in expansion of water using activities if it were available at a price which the user considered attractive. In the case of Fallorook Public Utility District, which serves water both inside and outside but adjacent to the watershed, difficulty has been experienced since the close of the period on which analyses in this investigation were based (September, 1953)^ in adequate- ly supplying lands presently developed to irrigated agriculture and domestic occupancy within the District's service area. The basic cause of the difficulty is presumably the curtailment by court action of the supply from San Luis Rey River in 195U, the decrease in availability of of surplus Colorado River water in San Diego Aqueduct, and the lack of ' -269- storage capacity to store for future use Colorado River wat«r which has been available in off peak periods. 3. A portion of the ultimate supplemental water requirement of the watershed can oe met by conservation of waters now wasting to the ocean, either oy construction of additional surface storage capacity or by increased utilization of available underground storage capacity. Present waste to the ocean averages only about 25,000 acre-feet per season, therefore, final satisfaction of the ultimate supplemental water require- ment of about 136,000 acre-feet must lie in importation of large quantities of water from outside sources, ii. The greatest opportunity for increased utilization of under- ground storage capacity exists d,n Santa Margarita Coastal fesin, where supplemental water can be developed at a cost considerably less tJian from possible surface storage developments cr from potential sources of imported water, 5'o Suitable reservoir sites on the Santa Margarita River exist only in the lower reaches of the streami^ and water service therefrom within the watershed could feasibly be provided oaly to the Fallbrook and Camp Pendleton areas. 6, Considering a single reservoir development, construction of a dam and reservoir at the De Luz site to a water conservation capacity of about lli3,000 acre-feet appears to be the most economical as regards magnitude of yield and unit cost. The cost of incremental yield developed by larger capacities at this site increases rapidly. Based on available past records of runoff, net safe yield of this reservoir would be about lij.,000 acre-feet per year, which could be developed at an annual, cost at the reservoir of about $33»00 per acre-foot, 7. Considering a jointly operated two reservoir development, construction of reservoirs at the Fallbrook Lippincott and De Luz sites -27c- 1 with capacities of 65,000 acre-feet and 7^,000 acre-feet, respectively, appears to be the most economical as regards magnitude of yield and unit cost. The cost of incremental yield developed by increasing the capacity of De Luz Reservoir, in such a two reservoir development, increases rapidly. Based on available past records of runoff, net safe yield of the development would be aoout 13,100 acre-feet per year, which could be de- veloped at an average annual cost at the reservoirs of about ;))3$.00 per acre-foot, 8. Water could be delivered to the Fallbrook service area at a lesser cost with the two reservoir development cited in (7) than v;ith the single reservoir development cited in (6) because part of the supply would oe available closer to the service area, although such costs under both plans would be of comparable magnitude. 9. Water could be delivered to the Camp Pendleton service area at a lesser cost under the single reservoir development (6) than under the two reservoir development (7) although such costs under both plans would be of comparable magnitude, 10. No consideration was given in this investigation to construc- tion of flood control facilities. However, storage capacity for flood control purposes could be provided in addition to the water conservation capacities considered herein for reservoirs at the De Luz site, 11. Additional imported water is not now availaule in the water- shed but, with construction of the additional aqueduct capacity contemplated for the near future, Colorado River water will be available through facilities of Metropolitan VJater District and San Diego County Water Authority. 12, Ultim^itely the Santa Margarita River \jatershed will oe provided water service by facilities of The California Aqueduct system. -271- 13. I'urtlior conservation of local waters; in surface reservoir developments uill require relatively larjje capital exi>endituro to obtain a water supply of a imgnitude inlierently uncertain because of the erratic iKiture of runoff and relatively short lengtii of records, lU. Imported water potentially available to the watershed is a more assured supply, is of greater magnitude, and can oe obtained at a unit cost comparable to that of local water developed by reservoir con- struction, 15. Selection of a plan of local water resource development is a matter for local decision, and will depend on, among other factors, the financial capacity of the constructing agency, the amount of water required at the time construction is contemplated, and the availability of a firm supply of imported water at that time, 16, Pending water rights litigation in the watershed has hind- ered local water resource development and until such litigation is settled a program of construction of local water resouice development projects cannot be successfully prosecuted. Itecommondations It is recommended that; 1, vSteps be taken to settle i^xniding vjater rij lits litigation in the Santa l%rgarita Hivei" wal.orshcd. 2, V/ater using entitieo and individuals in tlie watershed g'ive continuing support to the Keatlier liiv(;i- Project and Tlu; California Vlater Plan, of which it is the initial unit, and also to t.hose agencies respon- sible for the construction 01 additional i'acilities to oring Colorado River wai.or to the ^Jatorshed and adjacent areas, so that sucn construction can be initiated as ex:peditiously as possiiiio. -■.■(2- 3o Agencies considering construction of local water resource developments in the watershed give consideration to the plans presented herein, and that these plans be reevaluated in the future under economic condition extant at that time, U. A continuing systematic program of basic hydrologic data collection throughout the watershed be instituted and coordinated by responsible local agencies. -273- PLATE STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES f^TA MARGARITA RIVER INVESTIGATION :ATI0N of SANTA MARGARITA RIVER WATERSHED SCALE OF MILES ^ 50 100 ■O M E (DON STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF SANTA MARGARITA RIVER WATERSHED SCALE OF MILES 50 IPO u -» X I PLATE 2 A ^ WATERSHED 80UNDARV . FAULT VALLEY AREA STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION PHYSIOGRAPHY COASTAL AREA SCALE or MILES I PLATE 2 A WATERSHED aOUNDARY FAULT VALLEY AREA STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION PHYSIOGRAPHY COASTAL AREA SCALE OF MILES DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION PHYSIOGRAPHY COASTAL AREA SCALE OF MILES PLATE 2B siift-^ 'v O kT oH>' 'vAUV-E-' ') '*.»"! »-**\. -. -I-. ■ ''.....X KEY MAP LEGEND WATERSHED BOUNDORV FAULT VALLEY AREA STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION PHYSIOGRAPHY INLAND AREA SCALC OF MILES PLATE 28 «'^ ^ ,.^.^- CH-' r*4 iAHOA,. / ''?'^ ....:p;,'"v/ ).^ ,,.■ ('. KEY MAP LEGEND ■^ '^^ WATERSHED BOUNDARY FAULT VALLEY AREA STATE OF CAUIFORNr* DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION PHYSIOGRAPHY INLAND AREA SCALE CF MILES N / r-\^ ^ \'- y , .!f- V '- ) :> / :-vr XI <; s; A^,"^ ( ~\, \y _) r^/ is r ^ J J # V y 1 • -, 'i \ % «i X ^*^#t. yr-^r. ^,r /jy .^ ■?*- DIVISION OF WATER RESOURCES S4NTA MARGSniTA RIUER INVESTIGATION PHYSIOGRAPHY INLAND AREA PLATE 3 STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL MEAN SEASONAL PRECIPITATION MEAN PERIOD 1897-1947 SCALE OF MILES PLATE 3 STATE Of CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL MEAN SEASONAL PRECIPITATION MEAN PERIOD 1897-1947 SCALE OF MILES I Z 3 4 PLATE 4 ^A^ \ 5 '. [ V- p--X..^. - - U---1---X- .A..L.._, L. _ .....;iJ\ ....... ...JLl u... v\ t- T\ 1919-20 1924-25 1929-30 1934-35 1939-40 1944-45 1949-50 1954-55 DEPARTURE FROM MEAN ION AT KEY STATIONS » PLATE 4 ^.A L^._..__ V- ^^^--l--- - - \hi---- -----U- .a1...^, L...... !jL./.L\., L-- ..._..lz. I..... v\ L.. h 1 1919-20 1924-25 1929-30 1934-35 1939-40 1944-45 1949-50 1954-55 DEPARTURE FROM MEAN ION AT KEY STATIONS < liJ HI >- (E It ^ £2 5? I- a. 4 Ul ^ or S^ ^i §2 -200 COMPOSITE ACCUMULATED DEPARTURE FROM MEAN SEASONAL PRECIPITATION AT KEY STATIONS DIVISION OF WATER RESOURCES PLATE 5 ii; (M (\J lO rO ^ 5 g> 0} 0> OJ (J^ AL PRECIPITATION 13.73 INCHES i ih HI iffln AGUANGA finmim imn llr AL PRECIPITATION 11.56 INCHES DE LUZ Eiltlill Hi PJ OJ rO ro ^ ^ in 1. ■^ (T> t O) 'f 2: w cy fo (o ^ T CT> Cl CT) q> 0> CTj ^ I ■ STREAM MILES ■ ■-*•■ INTERMITTENT STREAM PERENNIAL STREAMS _____^ 01-0,5 c fs. SUMMER FLOW, 1953 ,«.____ 0.5-4 els. SUMMER FLOW. 1953 ^^l^__ 4-6 c.l.s. SUMMER FLOW, 1953 KEY TO NUMBERING SYSTEM TYPICAL LAND SECTION D C fi A E -•36 F G H M L K J N P R SPRINGS SHOWN ARE NUMBERED BY TOWNSHIP, RANGE AND SUBDIVISION OF SECTION,e g T 8S/R 2E -36E STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER FSESOURCES SANTA MARGARITA RIVER INVESTIGATION HYDROGRAPHIC 1953 MAP SCALE OF MILES LEGEND ^:rr-.-.~^ WATERSHED BOUNOARt — — — HYOHOORftPHlC UHtT eOUNDART CS) MVOflOGRAPMIC UNIT NUHBEfl iwflTEfl SERVICE ORGANIZATIONS • SPRING ▲ STREAM GAGING STATION ? / S L-^ I __ STREAM MILES -^^-■•— — INTERMITTENT STREAM PERENNIAL STREAMS . 01-0 S e ft SUMMER FLOW. I9S3 MHi^^s OS-4 c f t. SUMMER FLOW, 1953 ^M^MM '* - ^ c.f.l. SUMMER FLOW, 1953 KEY TO NUMBERING SYSTEM TYPICAL LAND SECTION SPRINGS SHOWN ARE NUMBERED BT TOWNSHIP. RANGE AND SUBDIVISION OF SECTION, eg TaS/H 2E -36E - = • • .U ' • - ' > ' " ' a " DIVISrON OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION HYDROGRAPHIC MAP 1953 PLATE 7 __ .>.^^-. J\ V ___N , A .. _. ._^ n\ t \ I - \-5 5±__:____3 I -i- H \ ^ __ > It \, 25 : /A „ L_ ~ \~~t~ _ ~ t \f : _ \ 1 T^ m Q lo o lo o ■* o> s S S s 1 1 MEAN SEASONAL NATURAL RUNOFF A RIVER AT YSIDORA PLATE 8 EASONAL RUNOFF 36,300 ACRE- FEET 1.L uU u ll h lui NiAL NATURAL RUNOFF A RIVER AT YSIDORA PLATE 7 .. ._ j>.._i__ J_\ t-^-\ , A __._] 5 \r I \ -I - v._5 JM s . __.L___t-t ^ - / - ... - I \, 25 — - [ !\ u_ _ L - L ^ , tt ^ t : \ 1929-30 1934-35 939-40 1944-45 1949-50 MEAN SEASONAL NATURAL RUNOFF A RIVER AT YSIDORA PLATE 8 EASONAL RUNOFF 36,300 ACRE- FEET limit 111! Ill llllUll n o in o in o vj m lO ^ (J- in 3- , -^ ,,^..-^ -200-.-J- r i^::::::::::\ ::::$:::::::::: ^ . \---+ ___^ .X. 5, _.:; .A __.,_+_.._ ^ , 00 ^ --^^y---- C ..__::\ . ~ S -^\-- "" \ .eoo--+ 5-7--^;-- :::_ _ 14 — _^t _..^ \ .,co 4----^----- --- S zr ___ .eoo >-lf- 1894-95 1899-1900 1904-05 1909-10 1914-15 1919-20 1924-25 .929-30 1934-35 939-40 1944-45 1949-50 ACCUMULATED DEPARTURE FROM MEAN SEASONAL NATURAL RUNOFF OF SANTA MARGARITA RIVER AT YSIDORA MEAN SEASONAL RUNOFF 36.300 ACRE- FEET 1 JudllJ IIIII.I llll. I..I I.I. llll II 1 ll 1 at 0} ffi at ESTIMATED SEASONAL NATURAL RUNOFF OF SANTA MARGARITA RIVER AT YSIDORA DIVISION OF WATER RESOURCES PLATE 9A ■ -'A-K'" '• — 1 ...M;;i--H *'•?* ^--^A \ 10 r\ £ v._ say^^^feoN^-*,-;-^ Worn«r Spnngi KEY MAP RAINBOW ® LEGEND LOCATION Or WELL LOCOTION OF WELL OUTSIDE WSTERSHED waTERSHED BOUNDARY HYDROGRAPHIC UNIT BOUNDARY HYDROGRAPHIC UNIT NUMBER US LAND SURVEY SECTION LINE - FROM U S.G.S QUADRANGLE US LAND SURVEY SECTION LINE- APPROX LOCATION BY 0- W R. U S LAND SURVEY SECTION LINE— PROJECTED WATER-SEARING CHARACTERISTICS OF UNDERGROUND FORMATIONS n MODERBTE TO HIGH PERMEABILITY RECENT ALLUVIUM. PRINCIPAL SOURCE OF GROUND WATER i LOW PERMEABILITY OLDER ALLUVIUM AND DEEP RESIDUUM IN FALLBROOK AREA; MINOR GROUND WATER YIELD J GENERALLY IMPERMEABLE IGNEOUS, METAMORPHIC, AND CEMENTED SEOIMENTSi PRACTICALLY NONWATER-BEARING, BUT LIMITED QUANTITIES OF WATER OBTAINED FROM JOINTS, FRACTURES. AND HIGHLY WEATHERED ZONES KEY TO NUMBERING SYSTEM TYPICAL LAND SECTION C 8 • Bt A E F G H M L K J N P R WELLS SHOWN ARE NUMBERED BY TOWNSHIf? RANGE AND SUBDIVISION OF SECTION, tj, T9S/R3W- 36BI STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF WELLS COASTAL AREA 1953 SCALE OF MILES PLATE 9A KEY TO NUMBERING SYSTEM TYPIC41. LAND SECTION D C B A • ei E F G H M L K J N P Q R WELLS SHOWN ARE NUMBEREO BY TOWNSHIF? RANGE AND SUBDIVISION OF SECTION. •«,, T9S/R3W- 36BI STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF WELLS COASTAL AREA 1953 SCALE OF MILES WflTERSMEO SOUNOiBY HyOHOGROPHlC UNIT BOUNDaRY HVDftOGRfiPMIC UNIT NUMBER US LAND SURVEY SECTION LINE- FROM U S GS OUADHONGLE US LAND SURVEY SECTION LINE- APPROX LOCATION BY O W R US LAND SURVEY SECTION LINE— PROJECTED WATER-BEARING CHARACTERISTICS OF UNDERGROUND FORMATIONS MOOERATE TO HIGH PERMEABILITY RECENT Alluvium. PRINCIPAL SOURCE of ground water LOW PERMEABILITY OLDER ALLUVIUM AND DEEP RESlOUUM IN FALLBROOK AREA; MINOR GROUND WATER YIELD GENERALLY IMPERMEABLE IGNEOUS, METflMORPHlC. AND CEMENTED SEDIMENTS, PRACTICALLY NONWATEH-BEAHING. BUT LIMITED QUANTITIES OF WATER OBTAINED FROM JOINTS, FRACTURES, AND HIGHLY WEATHERED ZONES. ■ ' •ai " ■ • • " " ^ ■ ' - ' " WELLS Shown ARE NUMBERED BY TOWNSKI^ RANGE AND SUBDIVISION or SECTI0N,«9, T9S/R3W- 3GBI 'COFCALIFOHNI* DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF WELLS COASTAL AREA 1953 PLATE 9B ^. KEY TO NUMBERING SYSTEM TYPICAL LAND SECTION KEY MAP L EGEND LOCATION OF WELL LOCATION OF WELL OUTSIDE WATERSHED WATERSHED BOUNDARY HYOROGRAPHIC UNIT BOUNDARY HYDHOGRAPHIC UNIT NUMBER US LAND SURVEY SECTION LINE - U S LAND SURVEY SECTION LINE - U.S LAND SURVEY SECTION LINE - FROM U.S.G.S. QUADRANGLE APPROX. LOCATION BY O.W.R. PROJECTED WATER-BEARING CHARACTERISTICS OF UNDERGROUND FORMATIONS I MODERATE TO HIGH PERMEABILITY RECENT ALLUVIUM; PRINCIPAL SOURCE OF GROUND WATER I LOW PERMEABILITY OLDER ALLUVIUM AND UPPER PLEISTOCENE SEDIMENTS; MINOR GROUND WATER YIELD. I GENERALLY IMPERMEABLE IGNEOUS, METAMORPHIC, AND CEMENTED SEDIMENTS; PRACTICALLY NONWATER- BEARING, BUT LIMITED QUANTITIES OF WATER OBTAINED FROM JOINTS, FRACTURES, AND HIGHLY WEATHERED ZONES. WELLS SHOWN ARE NUMBERED BY TOWNSHIP, RANGE AND SUBDIVISION OF SECTION, e.g., T9S/R3W-36BI STATE OP CALIFORNIA DEPARTMENT OF PUBLiC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF WELLS INLAND AREA 1953 WT/^ in»PR..-. .'n «**■ y-' ® KET TO NUMBEBING SYSTEM SANTA MARGARITA RIVER INVESTIGATION LOCATION OF WELLS INLAND AREA PLATE lOA / ' ^ KEY MAP LEGEND WATERSHED BOUNDARY GROUND WATER BASIN BOUNDARY LINES OF EQUAL ELEVATION OF GROUND WATER STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF bROUND WATER COASTAL AREA SPRING 1927 SCALE OF MILES PLATE lOA /l^ id ^ KEY MAP LEGEND WiTERSHED B0UND4HY GROUND warER BASIN BOUNOaRV LINES OF E0U4L ELEVATION OF GROUND WATER STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF bROUND WATER COASTAL AREA SPRING 1927 PLATE lOA 7K____j3r--^ ^^^-^.. r-^^''Sfc^f~~^i^^^^>w^te*^-f --■ ^?Bf?V^ ..»i,o7?^-T5U^\^^^^ r^'^ c->C. WATERSHED BOUNOARY GROUND WArER BASIN BOUNDARY LINES OF EQUAL ELEVATION OF GROUND WATER DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF bROUND WATER COASTAL AREA SPRING 1927 PLATE lOB y 1^ I / r ■■■.■;--=Vi:ft,fmg, ■i^*"'' r- X \ i^. I KEY MAP LEGEND WATERSHED BOUNDARY GROUND WATER BASIN BOUNDARY FAULT LINES OF EQUAL ELEVATION OF GROUND WATER LINES OF EQUAL ELEVATION OF PRESSURE SURFACE IN CONFINED AQUIFER OF PAUBA VALLEY, MARCH 1926 APPARENT AREAS OF CONFINED WATER STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF GROUND WATER INLAND AREA SPRING 1927 SCALE O"" MILES PLATE 108 ■'.^ \ r r i Cooper C>c •/ rrfft; .::■*"'» / A .- ^^ \ KEY MAP LEGEND WATERSHED BOUNDARY GROUND WATER BASIN BOUNDARY FAULT LINES OF EQUAL ELEVATION OF GROUND WATER LINES OF EQUAL ELEVATION OF PRESSURE SURFACE IN CONFINED AQUIFER OF PAUBA VALLEY. MARCH 1926 APPARENT AREAS OF CONFINED WATER STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF GROUND WATER INLAND AREA SPRING 1927 PLATE PLATE HA _ c H o' NA I TA LEGEND WATERSHED BOUNDARY GROUND WATER BASIN BOUNDARY LINES OF EQUAL ELEVATION OF GROUND WATER LINES OF EQUAL ELEVATION OF GROUND WATER INTERMEDIATE CONTOURS STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF GROUND WATER COASTAL AREA FALL 1953 SCALE OP MILES PLATE. MB WflTERSHEO BOUNDARY GROUND WATER BASIN BOUNDARY FAULT LINES OF EQUAL ELEVATION OF GROUND WATER LINES OF EQUAL ELEVATION OF PRESSURE SURFACE IN CONFINED AQUIFER OF PAUBA VALLEY, JANUARY 1954 •TATE OF CALIFORNIA OEPAITTMENT OF FUBLIC WORKS DIVrSION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION GROUND WATER INLAND AREA FALL 1953 SCALE OF UltES PLATE. I IB Coop.r C.t"«fl" ^ ~-='A^'"»«.»„ .^rr. y '--^/''^i^ "®1 J X\(2)\ \ V\ \--2<^A^ ■'VAX ^^^^^4\ A. _ \ vSv' X. X, "^'"NN ^ 1 1 — 4 9 10 « [ 5^ ^a KEY MAP LEGEND WiTERSHEO BOUNDfiRY GROUND WATER BASIN BOUNDARY FAULT LINES OF EQUAL ELEVATION OF GROUND WATER LINES OF EQUAL ELEVATION OF PRESSURE SURFACE IN CONFINED AQUIFER OF PAUBA VALLEY, JANUARY 195a APPARENT AREAS OF CONFINED WATER STATE OF CALIFORNIA OEFAWTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LINES OF EQUAL ELEVATION OF GROUND WATER INLAND AREA FALL 1953 SCALE OF MILES PLATE 12 PAUBA BASIN WELL 8S/ZW-I2HI GROUND SURFACE ELEVATION 1215,0 200 1190 1170 1 1 1 1 1 1 1 1 1 1 1 M 1 1 1 P \ 1 J ^GROUND SURFACE ■-. F F JL-i. \ '' PRESSURES EAO . — h .. \L'^ ■ - ■ ■ — _. _ —■ 1 - — ■ \ T ' -iTr V- \l A 1 y\ \' \ ' 1 \ \ w L , r \ \ \ 1 \ V \\ v \ \ 1 '1 \ M ■> 1 1 \ A \ 1 \ \ \\ \ \ ' \ I\ \ \ I V\ I ' \ " J \ \ \ \ V \ \ % 1 \^ i 1' L_ -1 \ s \ a \ % \ '& \ d \ IV V, n M" - 1 1055 PECHANGA BASIN WELL eS/2W-28CI GROUND SURFACE ELEVATION 1 1 29 1025 ^ ; " — N «AX MU « V OR FEB lOD— "^1 r '^ \ 1 > 1 1 1 1 1 1 NO RECOR ^1 1 ' ' .i.j n k 1 A L NC cc NT NUOUS RECOH S -2 7-2 7 ^ ! -1 (-4 2 1 V / - A — - \ \ 1 \ > k / Ml «MU M F OR PER ^6 s i f V / \ / in tof^oDcno — c\jfo'3' loiof^ oo(T) Q— cyro^ in^oi^cpcnQ ~ wco^in cvj cyt^JfvJfvJ'*^'*'"^"^"^ lOforo roio ^"t^^ ^ t t ^ ^ ^ Hi \ci mininin YEAR FLUCTUATION OF WATER LEVELS AT SELECTED WELLS 'F' INDICATES PERIOD DURING WHICH WELL FLOWED PLATE 12 PAUBA BASIN WELL 8S/2W-I2HI ZZO GROUND SURFACE ELEVATION 1215.0 200 1190 1170 1160 1 1 1 ! I'i MINI ^ F i ^ ^GROUND SURFACE ^ f i F \ "■> PRESSURE HEAD J J.J. 1 . -h 4-( -. 1 — -• - — . i,_ -. \ T ' _.*wv_ V- 1 [-r- — -■ K i , n \' \ f\ I \ 1 N r ' V \ \ 1 \ ■ \ A \l \ \ ' 1 '\ \\ ^ \ \ '-! 1 \ V < \ \\ \ \j /\ \ \ \ i fA I ' \ J \ \ ) \ \ I > w lA \ - TlL \ i \ i \ -1 \ i \ ? \ 3 \ l» \ d \ I'l v. r \f PECHANGA BASIN 1025 WELL 8S/2W-28CI GROUND SURFACE ELEVATION 1129,0' 1 ^ ~ N ux MU ta F OR PEB 100— 1 ' '> ^, ^ \ 1 1 1 NO RECOR ^ %['i.ir L 1 ^ i NO CC NT NUOUS RECOR D 9 -2 7-i 7 T ! -1 (-1 2 1 \ / 1 1 -\ \ ^ \ .,_ , 1 ►i > ~~ ~~ Ml ___ r »J'^,<""'"~'"-^V' " 'f ' /HtiTrfl-f'r iS4-fi J r-l- L r 1 1 rr^n rrl KLH CHAPPO SUB-I AilN WEUI0S/5W-2JLI DKuMi awna elmiiw. siS LOS AL WELL AMOS VALLEY E EieviTKW ., - 1 1 1 _j -- _ _ \— 4- l_ _, _ _ _ _ _ _ _ ^ - -^ - - - - - - - - S. ;: ~ > - 3 - ^ - - *v - - - - - - *- ^ t MURRIETA BASIN * '-'■ ;s/ w -16X5 en wifvx EL£V»no* -1 , - ~" RAINBOW BASIN WELL 9S/3W- 101 SFwum MffACC no i' ^ .040 / . ■■~ \ / - FALLBROOK AREA r m m -a OAKGROVE *ELL 9S'1E- 3ASIN SUWACE t- J - ^ J - - l-s, z C^ r^ -^ J h- -i ^ . J ; -; - - - _^ h- J J _ - - - - -1 -• - -•H - - _ - = ^ - - J r - ^ - - - - - - _ _ - ,,,. _ _1 _ _ _ _ _ _ __ _ . PAUBA BASIN ANZA BASIN 1 1 1 1 1 1 ^J 1 1 J ' _ . K / \ \ ;^'- \ ^ / \ iz' '^^ ,^ /; S ^ f - > a: - ^^* ^- ; -t - V. ^ ± _ __ NIGGER BASIN WELL BS/IW-ISOf ' - i 4-/ -L 2 ^ ^ , t i ^ - ^ ^- t , T3', r^ vl J 5 4: Z^ V t ^-'^ I Ir ^^ ^^ T / f w ^ x --'""---' > -7 C - i. f \ ^ \ -, i / : J 2 JE" 1,-^'- : - :: --z±-- : .. . : .. UPPER LANCASTER BASIN WELL 6S'IE-I'«l P p p P n - p r - r- r- p r- p p r p p p n n p p- n n p p n m r rr It p 1640 y' _ j-W* ^ ^», _ ^ _ h4. ^ _ „ _ „ _ _ ^ :r Sa ^^ l„ J _i „ _ - — *^ T - 1 ^ ^ - '^ 1 ^ - - 1 - - - - - - ^ 1 - - ^ - - - n - 1 - _-. - -- I6M 1 i 1 SANTA MARGARITA COASTAL BASIN YSIOORA SUB-BASIN m iS€ h 'y- § 5 ^^; ^30 zs: LOWER LANCASTER BASIN WELL BS/IE-TNI ^^^^^ ub«C£ a.EV*IION ISS*7' : x" — " "" — — ^^\ -__ - : - ,^ 4: J ^ - J t '^^^ - : S t \^ -^ ."=. - - 1 / ■t ,' '■v /- 4.0 f- J ^^^ ^=,j ^ ^- J t 'vZ r . V ' B rrt » :^ ;fI^ 0!5 1 rnT It EE S»„„~|»„-, ;■.-.;-. .,5,,., 5".., « PECHANGA BASIN 1 1 1 M 1 ■ 1 1! 1 '.1. 1 ; »== ^ - J.^, i.'.i.»rf4- a4-; ^J ^ p- -V--4+---^--ir^'t!T~-- J 4- p -ti-i 1 1^ -H -^^-— 1- ^~'"Zt "^^ ol" - Vtni ^^- i-^- fTTl ri-i \ --\--^-f-Vr'-^ -It ' ' ' -1 \ ---H --^-^-^ +-^ -~^--^"— • ^ %"-/- -K-,^ "i 1EM FLUCTUATION OF WATER LEVELS AT SELECTED WELLS ■ iNOlCiTES PEOIOO DUfllNC WKICM WELL fLOwEI' PLATE I3A KEY MAP STATE OF CALIFORNIA OEPARTMtNT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION AREAL GEOLOGY COASTAL AREA 1954 SCftLE OF MILES 12 5 1^ '"V i — 4 PLATE I3A KEY MAP I STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION AREAL GEOLOGY COASTAL AREA 1954 SCALE Of MILES SEDIMENTARY ROCKS ALLUVIUM CSAVEL, SARD, SILT, AND CIAY. GEKHWLLf UNCONSOLIDATED. OCCURS AS VALLEY FILL AW) BEACH DEPOSITS. RESIDUUM HESIOIAL MATUIAL RESEMBLIIK SANDY CLAY. PRODUCT OF THE DECOMPOSITION AMD DISINTBmATION OP UNDetLYING (SYSTALLINE HOCK IN SITU. TtERACE DEPOSITS AND OLDHI ALLUVIUM BOULDZB- TO COBBLE-SIZED FTtAGMEWIS, GRAVELS, AND SAND. UN- CONSOLIDATED TO 3EWIC0NSQLIDATED. THWACES GENHIALLY FLAT- OLDEn ALLUVIUM DISSECTED AND ROLUtK. MARINE AMD TtBRACE DEPCSITS GRAVEL, SAND, SILT, AMD CIAY. DlFFffiEffTTATED FTiOH OTHiS MARINE SEDIKEEITS BY TOPOGRAPHIC POSITION AND PECULIAR REDDISH-BRCWB COLOR. MARINE DEPOSITS GRAVEL, SAND, SILT, AND CLAY. PRINCIPALLY LITTORAL AND ESTUARIKE, OR BAY, SEDIMEWrs. SAB ONOFRE HtBCCIA AMSUIAR 3LABS, BLOCKS, AND CHIPS OF GLAUCOPHAKE AHD REUTED SCHISTS OffiEDDED IN AK KRTHY OR SANDY HATSIX. MINOR AMOUNTS OF SANDSTONE AND BOULDHf AKD COBBLE COHlLOMffiATE. VERY WELL CEKEfn-ED. LA JOLLA FOWATION INCLUDES: ROSE CANYON SHALE, A BLUE TO CRAY SANDY SHALE AND SOFT MUDSTONE; TORREY SAND, A LIGHT-COLORED, CCftBSE, POROUS, MASSIVE SANDSTONE; AND DELMAB SAND, A MODESATELY HARD, GSEENISH TO EROWK, FINE- TO MEDIUM-OWINSD SANDSTONE WITH ASSOCIATED MIHOB SHALES. martins; FORMATION ARKOSIC SAND AND GRAVEL, FSffiUGIBOUS, WHESE BAKED BY OVIB- LYINC BASALT, AND WELL INDURATED. SAWTA BOSA BASALT OLIVINE BASALT, CHARACTEBIZS) BY A REDDISH-HBCMK COLOR. OCCURS AS FLAT LYIW PbDWS CAPPING MESAS. BOBLAR LEUCCGRANTTE FLESH-COLORED IWIWJSrVES, UNIFORM IN CHARACTIE AND APLITIC IN APPEARANCE. DEEPLY WEATHHIED. WOODSON MOUIfTAIN GRANODIORITE BICTITE-(31AN0DIOTITE, RATHES COARSE CSIAINED, AKD WHITE TO PALE mam. occasionally displays gneissoid cb banded STOUCTURE. FCRMS PROMINENT PEAKS. MISCELLANEOUS caiAMDDIORITES MEDIUM -GRAINED IHIBUSIVEE, CHARACTERIZED BY LIGHT COLOR, AND aiALL OUTCROPS. BONSALL TOMALITE imSUSIVES, CONTAINITO ABUKDAWI HORNBLEKDE AKD HUMtSOUS SCHLIEEEN AND INCLUSIONS. SAN MARCOS GABHRO IffTRUSIVES, DISPLAYING EXIHEME VARIATIONS IN COLOR, CCW- roSITION, AKD TEKTURE. SANTIAGO PEAK VOLCAHICS A SSIIES OF AGGLCMIEATES, TUFFS, SHALLOW IWIBUSIVES, AND PLOWS, WITH ASSOCIATED SHALES, CpAETlITES, AND CONGLOMIKATES . MILDLY METAMORFHCSED. IWrPUSIVE ROClffi RELATED TO THE SAWPIACO PEAK VOLCANICS FIHE-CRAIKED OlANODIOBITES AND RELATED BOCKS. OCCUR AS SMALL OUTCROPS. BEUEVED TO BE THE SAME AGE AS THE SAffTIACO PEAK VOLCANICS. METAMORPHIC ROCKS BBDPCPD CAWYDN FORMATION SLATES, CJJARTZITES, qUABTZ-MICA SCHISTS, MILDLY METAMORPROSED ABCILLITES, AND A FEW THIN LENSES OF LIMESTONE. WATERSHED BOUNDllflY FO«MartON CONTACT FAULT (OASH LINE INDtCATES CONCEALMENT OR APPROKIMATE LOCflTIONl LINE OF GEOLOGIC SECTION KEY MAP DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION AREAL GEOLOGY COASTAL AREA 1954 PLATE I3B iEGEND ■D, Sm, aO CIAY. OnSALLT DKODOLnulXD. VXU2T nix «ID BUCK mposiTs. kTHIIAL SESMELIIC SAIDT CUT. PRODUCT Of THX (01 AK> DISIITtOtATIOl OF UDDBILYIB OIISIALLIIB TO. BITS UD OLDB ikUUVIim C0SBLI-3IZH) TRttaariB, OIATXLS, AID SAID. UI- D TO aoacOSOLIDATB). TBtRACXS GSKSIALLT FUT; fUM DISSICTB) Aim BOUJIC. IffB) UPPS PLEISTOCEia S8DIMB1TS ID, 3IU, CLAY, COICLOMBUR, AID ICIWII AMODIRS llUCHK, AMD VITT. WHITK TO RED, POOBLT COI- nUZAM AH) LACUSmxS DCOSITS. IRCUIDES PAITBA ntlPPDC SFRinS FAICUMHIATE, AHD TBIECULA ARXDSI. lATIOlI ID AHD GRAVIL, rHWUalROUS, VBBRK BAXB) BT OTB' X, AID WELL IIOXBATH). I VOLCAmCS AOCLCMBtATES, DIKES, AID) FLOHS. CEARACTBUZED BI A RHniSE-OICini CdXS. ' LTnC FLOWS CAPPnC MESAS. imUSITES, UEIFOIM IE CEARACTHI AED AFLITIC DEB-LT WEATBBUD. klE CaUUKHJICBITE iHQDICBITE, RATES COARSE (SAIEED, AID WHITE TO OCCASIOIALLT DISPLAYS GIEISSOID (S RAIDED FCBMS FRCKEISrr PEAXS. ILLEY OlAllDDICniTE I RAKES mCH TOIAUTE TO OBAKSIORrrE AED COE- purr ORIEIITED DARE HCUISIORS. OUTCROPS AS LIGST- LOSIS OF DISUfnORATIOE. latAECDICItlTES SED imSUSrVES, CBARACTHIIZED by UGBT COLOR, urcRcps. ilTE I coirrAinK: ahjidajvt boixbleide aed KXHtaus I IRXUSIOS. KEY MAP ^TE, RICB II ICRIBLHIDE AID BIOTITE. BBtO DI3PLAYIIC BCTOBtE TARIATIOIS II COLOR, CCH- RD TBTTORE. TOLCAIICS AGGLOMHIATES, TUFFS, SHALLOW IVmUSIVES, AID ASSOCIATB) SHALES, QUARIZITES, AID COKLOHHIATES. WRPBOSQ). AXATELY. b FORMATIOIt UPPER PLEISTOCEHS SSDIMBfTS ID, SILT, CUT, COICLOKBIAR, AID «■<]) AMOUIOS Ujche, AID virr. whitb to uni, pocrlt coi- kBtZAM AID LACUSmiE DIF06ITS. IRCLUDES PADBA Imppm sPBins paicukbiate, aid TadcuiA akkosi. lATIOR ID AHD SUVIL, PBOtUOIHOltS, I, AID WELL IinXBATB). KEY MAP ITOLCAHICS I7FS, AOGLOHSIATBS, DUES, AMD PLOWS. isAur }aj:, CHABACTBUZB) BT A RSDISB-atCini ccxxs. ' LTIK PUWS CAFPIK KISAS. unsusiTB, unpoRM a chaiacthi aid APunc DlffLT VIATEBtE). IaII StAKOiaKITE llODICBITE, HATED) CQUtSX ORAIKH), AID UHTH TO OCCASIOIAIXT DISPLATS aimSSOU) OR BAIDB) PCfWS FRCKDIBR' PEAKS. ILLET GSAIODIIXITE I RAICES PICH TOIALITI TO (BAIKIIIOPITE AID 001- Alfr CRIEITED DAKK HCUJSIOIS. OUIdCPS AS LIOZT- LOIBS OF DISUfTEXtATIOI. SUURDICBITES ■H) IlfDIUSIVES, CBARACTERtZB) BT UGBT COLOR, CORAIHIC AHJKDAirr HCDIBLIIDI AID mMBIOUS ID IKHJISIOE. ilTE iTE, RICH II iCRIBLHIOE AID BIOTITE. saio DisPLAnic sasaa tabiatiois ii cou», cck- RD TBfTURE. TOLCAIICS AGGLOHHtATES, TUFFS, SEALLCU IVTRUSIVES, AID ASSOCIATH) SHALES, QUARTZITES, AHD CORLONBUTES . ORPHOSB). ARATELT. N FORMATIOH ilTZITES, qUABlZ-MICA SCHISTS, MILDLY METAMCRPBOSH) AID A PEU THIN LENSES OF LIME3TDHE. ITUTE AHD SCHIST V> QUARTZ, MICA, AID AMPEIBOLE SCHISTS. TB) METAHCUFHIC BOCKS IIFELS, SCIII?rS, GIEISSES, SLATES, AID WtSTLlTtS p,T DIFFBiigrriATQ}, STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS S CONCEALMENT OR APPROXIMATE LOCATION) DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION AREAL GEOLOGY INLAND AREA 1954 SCALE OF MILES Ki/ -d^fcl^ ••/ /> .\ SANTA MARGARira HJVER INVESTIGATION AREAL GEOLOGY INLAND AREA 1954 PLATE 14 Qal Qtoa Tsrv iS;;':'' Tmz Kdv m Kb ■f -t Ksm ^ 7 '- Ig "Rbc RECENT ALLUVIUM TERRACES AND OLDER ALLUVIUM SANTA ROSA BASALT MARTINEZ FORMATION OOMENIGONI VALLEY GRANODlORlTE BONSALL TONALITE SAN MARCOS GABBRO UNDIFFERENTIATED IGNEOUS ROCKS BEDFORD CANYON FORMATION P I PALEOZOIC SCHISTS AND OUARTZITES FAULT (DASHED WHERE APPROXIMATED) I STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION GEOLOGIC SECTIONS A-A', B-B',ANDC-C' 1954 PLATE 14 Qal Qtoa *I^K »I » Tsrv '■&'■ Tmz Irtlifi Kdv Kb 1- + ■t- -t Ksm ^';. Ig ■Rbc P L EGENO RECENT ALLUVIUM TERRaCES AND OLDER ALLUVIUM SANTA ROSA BASALT MARTINEZ FORMATION DOMENIGONI VALLEY GRANODIORITE BONSALL TONALITE SAN MARCOS &ABBRO UNDIFFERENTIATED iGNEOUS ROCKS BEDFORD CANYON FORMATION PALEOZOIC SCHISTS AND OUARTZITES FAULT (DASHED WHERE APPROXIMATED) STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION GEOLOGIC SECTIONS A-A', B-B',ANDC-C' 1954 « RIET* SRAtEH STmz /Qal Ul-J — <- 7. Tmz <:y<>yi < > < ' '^ -J ^ < ^ -. "■■^ > ^ i- -1 ^L Tsrv I. ' + + + + + + + + + + +'r-j_-j^ TT ^ »■ + + * + + lilL-feTiia \ * Ksm * ^ \ ' ^ * ♦RJl^ bSfe «^^, + + + + + + + + ■ ■*'^l-^'|l + + + + + + + + '-j''j^J+ + + + + + + + ,^, t-ll + + + + + + -I- + + t + + + + + + + + *^r¥,.iPJ.,4iTr2i + + + + + ♦ >|^Ct^l--iK~! I * + + + * * araRB-E^lr SECTION A-A' MURRIETA VALLEY XOD 1— NOBTMWESl DOMENIOOMI V*LLET SOUTHEaSr— I JOOO Oal wmm Qtoa Tsrv Tmz 'iM: ^^■^ ^ Kb Ksm l« 1^ T)bc RECENT ALLUVIUM TERRACES fiND OLDER ALLUVIUM SANTA ROSA BASALT MARTINEZ FORMATION SECTION B-B DOMENIGONI VALLEY OOMENIGONI VALLEY GRANODIORITE BONSALL TONALITE SAN MARCOS GAeSRO UNOIFFEHENTIATEO iGNEOuS ROCKS FAULT lOASMED WHERE APPROXIMATED) ACINTO MOUNTAINS eOOO r— SOUTH > " ^ " ^ . ,•' -^ ' ' : ^ : ' - ' ■^ ^ ^ -■ ' % " ^ , w vxv: ■ > „ M < , ": - - ^ V ' u r , . - ^ ^ '. % ■■ SECTION C-C' ANZA VALLEY HORIZONTAL DISTANCE IN THOUSANDS OF FEET c' STATE OF CALirOWNIA OCPARTMCMT OF PUBLIC WOBKS DIVISION OF WATER RESOURCES SANTA MARGARIT A RIV ER INVESTIGATION GEOLOGIC SECTIONS A-A', B-B',AND C-C' PLATE 15 L \f- ^\ ^ NORTHEAST .>c^: Kat t/SAAA- *^'V^--'-'-'J -' F Oal ' Qps LEGEND RECENT ALLUVIUM UNOlFfERENTIATEO UPPER PLEISTOCENE SEDIMENTS Kat iGUANGfl TONALITE UNDIFFERENTIATED IGNEOUS ROCKS r.V>l-'^(i "Plhr BEDFORD CANYON FORMATION mm """^ I FAULT (DASHED WHERE APPROXIMATED) DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION GEOLOGIC SECTIONS D— D', E— E', ANDF— F' 1954 PLATE 15 M ^> < 1.1 r " < V, < V J ' A -» -J ' ^ lA Ai si Qal Qps LEGEND RECENT ALLUVIUM UNOIFFEHENTIATEO UPPER PLEISTOCENE SEDIMENTS Kat AGUANGA TONALITE Z3ji UNDIFFERENTIATED iGNEOUS ROCKS FAULT (DASHED WHERE APPROXIMATED) NORTHEAST ^ Kal .V555W ■.'f.\y^' •.^^^■O. -'. -■. ■-■ J OF FEET STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION GEOLOGIC SECTIONS D— D',E— E'. ANDF— F' 1954 PLATE 15 NOHTHtlST— 1 *00l OANQXOVe VALLEY SECTION D— D OAKGROVE VALLEY \/f. /<,>^.,...W#. 1 BADLANOS Qps ■"1H^^>l;<::/.^^^;;■■tP;^^■;:.■-•:^;.■,• LEGEND I Qal 1 RECENT ALLUVIUM UNOiFFERENTiflTEO UPPER PLEISTOCENE SEDIMENTS UNOlFFERENTiaTEO IGNEOUS ROCKS BEDFORD CANTON FORMATION FAULT(DASHED WHERE flPPBOKIMATEO) SECTION E-E AGUANGA VALLEY SOUTHWEST ::>:::<;-/5 WATER STORAGE CAPACITY AND bA MARGARITA COASTAL BASIN PLATE 19 500 1,000 ZPOO 5,000 10,000 UZ DAM SITE IN SECOND-FEET ^GE OF SANTA MARGARITA RIVER MARGARITA COASTAL BASIN i PLATE 18 1 1 1 / / i^ / f f\ 40 45 50 55 60 NDS OF ACRE-FEET 55 WATER STORAGE CAPACITY AND JTA MARGARITA COASTAL BASIN PLATE 19 1 1 M 1 1 1 M 11 i\b n -1 )-52 1 11 ^ JU 1-16-52 1 , J "5 --' ^' ^ r^' ^ -" / Cil- 4-52, 01- 7-5 2 -^ -' ; 1-13- 52 i ; 1 — ' 500 1,000 ZPOO 5,000 10,000 ^UZ DAM SITE IN SECOND-FEET {GE OF SANTA MARGARITA RIVER MARGARITA COASTAL BASIN 1 1 \ 1 / i /^ ■/ ./ r> f .^1 el i / ,.f 1 ?l .r >- */ .4 f f ^ / % { / / / i / / \/ V / \l 70 5 10 15 20 25 30 3S 40 45 SO 55 60 65 STORAGE CAPACITY IN THOUSANDS OF ACRE-FEET RELATIONSHIP BETWEEN GROUNDWATER STORAGE CAPACITY AND DEPTH TO GROUND WATER IN SANTA MARGARITA COASTAL BASIN 1 I \Si 200 z i P 100 ^ 50 s 5 S 20 ■ ■ '-' -iZ -- la-s -31 7f ^ " f l'"^ 0'- ^ / -- --' " ^ / / / ^. \ / -5 5 / f^-i'i Vi 0*^V6.B-S2 50 100 ZOO 500 MEAN DAILY OISCHABGE AT OE LUZ DAM Sll 1,000 2P0O 5JD00 E >N SECOND-FEET 0,000 RELATIONSHIP BETWEEN DISCHARGE OF SANTA MARGARITA RIVER AND PERCOLATION IN SANTA MARGARITA COASTAL BASIN DIVISION OF .ATE n sown CES PLATE 20 ROFILES OF HISTORICAL GROUND WATER LEVELS SANTA MARGARITA COASTAL BASIN PLATE 20 ROFILES OF HISTORICAL GROUND WATER LEVELS SANTA MARGARITA COASTAL BASIN 1, YSIOORA SUB-BASIN kl. CHAPPO SUB-BASIN .L UPPER Sue-BASIN r r T "p 130 20 110 5 <40 » O X 130 i y^ lEO a ^ llO 00 1,.-^ .^^--^ ,———•" - 1 X'" 90 f * U?^ I ur'/ 60 50 z * s «>iii4r^ < S ? \- — ' i 40 ; ff ^^-"""''''^ --■'^^ <.' ^ MARCH, 1952 ^ DECEMBER. 1925 « i| V >::;^'t> • 10 o ' /., ER SUfiFOCC GOON (FEB 1948) <. :_;,;>' • /^ - AUGUST, 1951 a. V __ "^ --» — y ^ 10 ^^ "" — "^ ^,-'' -10 L A A A A A A A 7 6 9 DISTANCE IN MILES ALONG LINE OF PROFILE L-L', PLATE I3A A A L' PROFILES OF HISTORICAL GROUND WATER LEVELS SANTA MARGARITA COASTAL BASIN OIVISION OF WATER RESOUflCES PLATE 2IA / 1 ^ KEY MAP LEGEND ' WATERSHED BOUNDARY HYDROGRAPHIC UNIT BOUNOABY t ^ HYDROGRAPHIC UNIT NUMBER IRRIGATED LAND (D IRRIGABLE LAND |5 p j DIVERSION LOCATION AND NUMBER -"-v*- DIVERSION CONDUIT f\j LOCATION OF CONSUMPTIVE USE STUDY PLOT £^ LOCATION OF CLIMATOlOGiCAL STATION fJV""^" I URBAN AND MILITARt LANDS ,.., L.-.,..J RECEIVING WATER SERVICE KEY TO NUMBERING SYSTEM TYPICAL LAND SECTION oca e r t Mil M P ■ -^ DIVERSIONS SHOWN ARE NUMBERED BY TOWNSHIP. RANGE AND SU30IVISI0N Of SECTION. eq, DIVERSION NUMBER T9S/R4W- 12 H IS SHOWN sT«Te or C4LIFOHNI* DEPAHTMCNT OF PUBLIC WO«W9 DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF DIVERSIONS AND IRRIGATED AND IRRIGABLE LANDS COASTAL AREA 1953 SCALE OF MILES PLATE 2IA /' kL KEY MAP LEGEND ^^ WATEHSMEO BOUNDARY '**' HYDBOGRflPHiC UNIT BOUNOflRY 1^ 'X HYDROGRAPHIC UNIT NUMBER IRRIGATED LAND (D IRRIGABLE LAND |c p I DIVERSION LOCATION AND NUMBER ^— -„>■"- DIVERSION CONDUIT (\) LOCATION OF CONSUMPTIVE USE STUDY PLOT g^ LOCATION OF CLlMATOLOGlCAL STATION URBAN AND MILITARY LANDS ,o»,, RECEIVING WATER SERVICE KEY TO NUMBERING SYSTEM TYPICAL LAND SECTION C B * £ F " |&^ DIVERSIONS SHOWN ARE NUMBERED BY TOWNSHIP, RANGE AND SuSOlViSION OF SECTION, eg, DIVERSION NUMBER T9S/R4W- 12 H IS SHOWN 5T«T£ Of C«L'FOMN>« DEFHOTUINT Of PUBLIC WOR«S DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF DIVERSIONS AND IRRIGATED AND IRRIGABLE LANDS COASTAL AREA 1953 SCALE OF MILES PLATE 2IB PLATE 2IB I r J X KEY MAP CD" LEGEND WATERSHED BOUNDARY HYOROGRAPHIC UNIT BOUNDARY YDROGRAPHIC UNIT NUMBER IRRIGATED LAND IRRIGABLE LAND I 3[K I DIVERSION LOCATION AND NUMBER — »-.^v^ DIVERSION CONDUIT O— '"^ DIVERSION FROM SPRING ^5) LOCATION OF CONSUMPTIVE USE STUDY PLOT A LOCATION OF CL IMATOLOdCAL STATION fc^^ URBAN LANDS RECEIVING WATER SERVICE KEY TO NUMBERING SYSTEM TYPICAL LAND SECTION C B A E r M M L R J N P Q R DIVERSIONS SHOWN ARE NUMBERED BY TOWNSHIP. RANGE AND SUBDIVISION OF SECTION.! g. DIVERSION NUMBER T8S/R2E- 22 H IS SHOWN CTAT> OP CALIFORNIA OE^AITTWrNT OF PUaUC IWOHKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION LOCATION OF DIVERSIONS AND IRRIGATED AND IRRIGABLE LANDS INLAND AREA 1953 SCALE OF MILES — .—x onwio" (mewl SANTA MARGARITA RIVER INVESTIGATION LOCATION OF DIVEHSONS IRRIGATED AND IRRIGABLE LANDS INLAND AREA 1953 PLATE 2 2 SOIL ZONE ■-a fKF" "^ 10 20 51 K) 20 50 10 20 51 10 20 50 ^1 AUGUST I SEPTEMBER I OCTOBER I NOVEMBER IQOT SOIL ZONE 10 20 51 10 20 50 10 20 5l 10 20 50 AUGUST I SEPTEMBER I OCTOBER I NOVEMBER OOT SOIL ZONE pi 10 20 5> 10 20 50 10 20 51 10 20 50 I AUGUST I SEPTEMBER I OCTOBER I NOVEMBER lOOT SOIL ZONE l"Kr J-" ^1 10 20 51 K) 20 50 10 20 51 10 20 50 !| AUGUST I SEPTEMBER I OCTOBER ) NOVEMBER )0T SOIL ZONE ■SI )l 10 ZO 31 10 20 30 10 ZO li K) 20 30 I AUGUST I SEPTEMBER! OCTOBER I NOVEMBER DOT SOIL ZONE K \ \ >i ■( \ \ V ^ \ ">> \ \ \ \ \ \ \ ^ \ ^ 4 \ \ \ \ t 10 20 51 10 20 50 10 20 51 10 20 30 AUGUST 1 SEPTEMBER 1 OCTOBER | NOVEMBER DIL ZONE :TI0N and ACCRETION rURE, MURRIETA VALLEY PLATE 2 2 ^ V 31 10 20 31 ,0 20 50 lO 20 51 10 20 30 AUGUST I SEPTEMBER I OCTOBER [ NOVEMBER i: SOIL ZONE ^^ ^:^ '^;: -^f^- ^: 1 10 20 51 10 ZO 30 10 20 31 10 20 30 AUGUST I SEPTEMBER I OCTOBER I NOVEMBER GOT SOIL ZONE 10 20 31 10 20 30 10 20 3i lO 20 30 AUGUST I SEPTEMBER I OCTOBER | NOVEMBER OOT SOIL ZONE Bt 10 20 51 lO 20 30 10 20 51 10 20 30 I AUGUST I SEPTEMBER I OCTOBER [ NOVEMBER 'OOT SOIL ZONE l"Kr y 10 20 31 10 20 30 '0 20 31 10 20 30 !| AUGUST I SEPTEMBER I OCTOBER [ NOVEMBER JOT SOIL ZONE •SI \\ 10 20 31 >0 20 30 '0 ZO J| lo 20 30 I AUGUST I SEPTEMBER! OCTOBER I NOVEMBER OOT SOIL ZONE ^ \ >l H \ \ \, \ \ ^ N \ \ \ \ \ \ \ ^ \ 4 \ \ \ \ )l 10 20 31 10 20 30 10 20 31 10 20 30 1 AUGUST 1 SEPTEMBER 1 OCTOBER | NOVEMBER 3IL ZONE fTION AND ACCRETION rURE, MURRIETA VALLEY ^^ |v Y ^ — ' i^ "c ^ N. N \ \ \ \ ^\ ^ \ N, \ \ \ ^ \ N, ^■~° — 4 0., ^'' in ,n so 10 20 V 10 10 » «0 " 3< .0 » „ ^ j^ SO lO 20 S. lO 20 SO APRIL 1 MAY 1 JUNE | -""-Y | AUGUST | SEPTEMBER | OCTOBER | NOVEMBER TO FOOT SOIL ZONE N ^ r^ — 1 'q V- =^ hs li r^ •■o ^ p -- ^ X. ^ \ \ ~^-l TXI ^-J i N. "~° 1 ■^.^ APRIL 10 20 3 MAY 10 M 30 « 20 51 -0 JO 31 « ZO JO lO 20 Jl lO 20 X JUNE 1 JULY 1 AUGUST | SEPTEMBER ] OCTOBER | NOVEMBER I FOOT TO 2 FOOT SOIL ZONE -( _r= '^-- 1 ^ |-o ..4^ o j-O .— -o r "- ■^J n 20 3 APRIL 10 20 1 MAY 10 20 SO K) 20 SI m 20 3 JUNE 1 JULY 1 AUGUST 10 20 SO 10 20 3 SEPTEMBER] OCTOBER 10 zo so NOVEMBER 2 FOOT TO 3 FOOT SOIL ZONE ■^ SI O 20 SO I JUNE I lo ;o 30 10 AUGUST I SEPTEMBER I OCTOBER 1 NOVEMBER 3 FOOT TO 4 FOOT SOIL ZONE ..r o-J — 1 <^ ^-1" f^ ^ .r^ 10 20 S APRIL 10 20 St 10 20 30 10 20 SI K) 20 St lO 20 3 MAY 1 JUNE [ JULY 1 AUGUST 1 SEPTEMBER 10 20 S OCTOBER 10 20 so NOVEMBER 4 FOOT TO 5 FOOT SOIL ZONE 10 20 1, MAY j 10 20 so 10 M II JUNE I JULY I 5 FOOT TO 6 FOOT SOIL ZONE I \ V \ I i( Vi >( \ \ S X \ ^ ^'o \ \ \, \ \ \ \ \ \ N \^ \ \ \ \ N \ 1 J S \ \ \ J \ k. D 20 so 10 20 S APRIL 1 MAY .0 20 3<>\ 1 JUNE 1 *J 10 20 JULY , 10 20 31 10 20 SO O 20 SI 10 20 SO AUGUST 1 SEPTEMBER | OCTOBER | NOVEMBER TOTAL SOIL ZONE SOIL MOISTURE DEPLETION AND ACCRETION PLOT NO 2, IRRIGATED PASTURE, MURRIETA VALLEY 1953 DIVISION or waiER resources PLATE 23 i-(INFLOW LESS NATURAL WATER LOSSES) — YIELD 6,800A.E EVAPORATION LESS SALVAGE l,800A.F \A.F VAIL RESERVOIR CAPACITY 49.500 A. F c TEMECULA CREEK AT NIGGER CANYON 320SQ.MI. II,700A.F -SPILL 3,I00A.F LLANEOUS DIVERSIONS 200 A. F .F CONSUMPTIVE USE X FALLBROOK PUBLIC UTILITY DISTRICT WATER SERVICE AREA WITHIN WATERSHED PTIVE USE WAL MMO. POT :iLL LAKE ;apacity 1.260 A.F 900 A.F -500 A.F IMPORT FROM COLORADO RIVER -50A.F SEWAGE RETURN 4-FALLBROOK CREEK 7 SQ.MI. 300 A.F 800 A.F 400 A.F EVAPORATION 1.700 A.F SEWAGE RETURN 1,30 OAF CONS USE 3L 300A,F SEWAGE OUTFLOW* TO OCEAN 2,50OAF NET EXPORT FROM WATERSHED X CAMPPENDLETON WATER SERVICE AREA WITHIN OUTSIDE WATERSHED WATERSHED I' 2^300AT^3^ JT -3,500 A.F A.F GROSS EXTRACTIONS OF MEAN SEASONAL RUNOFF UNDER PRESENT CONDITIONS ME NT, 1953 PLATE 23 (INFLOW LESS NATURAL WATER LOSSES) — YIELD 6,800A.E EVAPORATION LESS SALVAGE l,800A.F VAIL RESERVOIR CAPACITY 49.500 A. F c >— SPILL 3,I00A.E TEMECULA CREEK AT NIGGER CANYON 320SQ.MI. II,700A.F LLANEOUS DIVERSIONS 200 A. F F CONSUMPTIVE USE 500 A.F IMPORT FROM COLORADO RIVER 50 A. F SEWAGE RETURN -FALLBROOK CREEK 7 SO. Ml. 300 A.F 800 A.F ILL LAKE ;apacity 1.260 A.F 900 A.F A.F GROSS EXTRACTIONS 400 A.F EVAPORATION 1. 1.700 A.F SEWAGE RETURN 1,30 OAF CONS USE JL 300 A.F SEWAGE OUTFLOW* TO OCEAN 2,500AF NET EXPORT FROM WATERSHED JL CAMP PEfgOLETON WATER SERVICE AREA WITHIN OUTSIDE WATERSHED WATERSHED I' 2.300 aF^H ^ 11 -3.500 A.F OF MEAN SEASONAL RUNOFF JNDER PRESENT CONDITIONS 'MENT, 1953 3.eOOA.F CONSUMPTIVE USE MURRIETA CREEK AT TEMECULA 221 SQ. Ml. 8,600 A.F SANTA MARGARITA RIVER AT CAGING STATION NEAR TEMECULA 586SaMI. 17,300 A.F SANTA MARGARITA RIVER AT GAGING STATION NEAR FALLBROOK 645 SO. Ml 20,400 A.F DE LUZ CREEK 45SQ.MI. 8,500 A.F SANTA MARGARITA RIVER AT DE LUZ DAM SITE 700 SO Mi 30,000 A F ^'^°°*jp( INFLOW LESS NATURAL WATER LOSSES) — YIELD 6,800A.F EVAPORATION LESS SALVAGE l,800A.F I TEMECULA CREEK AT NIGGER CANYON '320S0.MI. II,700A.F -500 A.F IMPORT FROM COLORADO RIVER 2,500AF NET EXPORT FROM WATERSHED 2^300AT^5^ SANTA MARGARITA RIVER AT GAGING STATION AT YSIDORA 740S0.MI. 25,200 A.F 5,800 A.F GROSS EXTRACTIONS PACIFlC~OCEAN OCCURRENCE AND DISPOSITION OF MEAN SEASONAL RUNOFF IN SANTA MARGARITA RIVER UNDER PRESENT CONDITIONS OF DEVELOPMENT, 1953 DIVISION OF WATER RESOURCES PLATE 24 EVAPORATION FROM RESERVOIR " SURFACES POTENTIAL CONSERVABLE WASTE PRESENT WASTE TO OCEAN I WE DEPLETION OF NATURAL RUNOFF BY PRESENT DEVELOPMENT 600 700 800 900 OF MEAN SEASONAL NATURAL RUNOFF 1000 1100 1200 R SANTA MARGARITA RIVER AT YSIDORA PLATE 24 EVAPORATION FROM RESERVOIR " SURFACES POTENTIAL CONSERVABLE WASTE PRESENT WASTE TO OCEAN WE DEPLETION OF NATURAL RUNOFF BY PRESENT DEVELOPMENT 600 700 800 900 OF MEAN SEASONAL NATURAL RUNOFF HOC 1200 R SANTA MARGARITA RIVER AT YSIDORA note: ESTIMATED MEAN SEASONAL NATURAL RUNOFF = 36,300 ACRE FEET. EVAPORATION FROM RESERVOIR SURFACES POTENTIAL CONSERVABLE WASTE PRESENT WASTE TO OCEAN ADDITIONAL STORAGE CAPACITY REQUIRED TO COMPLETELY CONSERVE PRESENT WASTE TO OCEAN DEPLETION OF NATURAL RUNOFF BY PRESENT DEVELOPMENT 200 300 400 500 600 700 800 900 1000 STORAGE CAPACITY IN PER CENT Of MEAN SEASONAL NATURAL RUNOFF STORAGE DEVELOPMENT CURVE FOR SANTA MARGARITA RIVER AT YSIDORA DIVISION OF WATER RESOURCES PLATE 25 I •IGATEO DAM SITE SEO CONDUIT IN6 CONDUIT .ATORT RESERVOIR NG PLANT RSHED BOUNDARY STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION EXISTING AND POTENTIAL WATER SUPPLY DEVELOPMENTS 1955 SCALE OF MILES I 12 3 1-^^^ PLATE 25 END TIAL RESERVOIR SITE 'IGATED DAM SITE SED CONOUIT INS CONOUIT .ATORT RESERVOIR NG PLANT RSHEO BOUNDARY STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION EXISTING AND POTENTIAL WATER SUPPLY DEVELOPMENTS 1955 SCALE OF MILES gARJ>NA AOaEDUCT \\ -x 1 , \ -^ '■ A /Til /f,v^ ifr" r^\ ii-^N /a T r^fl N -A L^l , .-.- JIEGO ) . ' Mr"~( iHKJH-L-rNE ( Lj V" r lARGA^n-A^WELL/BfEl^O*^^// SL ^<^^/^-x^_ :- v/ K "*v. .\Rt SERVVTWH - .,^^u^4uJ . j^ X \ -t" souriTY " '"■^" / y ^S((^le«i|«L«r-.- HtMKST I V <, Q*r J- '4 ■^ V CAMP PENDLETON I DISTRIBUTION ^<1 SYSTEM^ V-^ TO BARONA RESERVOIR KEYS CANYON RESERVOIR LEGEND POTENTIAL RESERVOIR SITE INVESTIGATED 0AM SITE PROPOSED CONDUIT EXISTING CONDUIT REGULATORY RESERVOIR PUMPING PLAN T WATERSHED BOUNDARY , TO SANTA YSABEL REsiftyoiR^^ \ 'a STATE OF CALIFOSNIA DEPARTMENT OF PUBLIC VSOHKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION EXISTING AND POTENTIAL WATER SUPPLY DEVELOPMENTS 1955 SCALE OF MILES PLATE 26 -^'°'\^ :avation line ECTION OF DAM STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION FALLBROOK, LIPPINCOTT DAM ON SANTA MARGARITA RIVER RESERVOIR STORAGE CAPACITY OF 65,000 ACRE- FEET 1955 PLATE 26 Hf?'K ECTION OF DAM STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVE R INVESTIGATION FALLBROOK, LIPPINCOTT DAM ON SANTA MARGARITA RIVER RESERVOIR STORAGE CAPACITY OF 65,000 ACRE- FEET 1955 aoo (000 LENGTH IN FEET PROFILE OF DAM LOOKING UPSTREAM 600 1100 IBOO IBOO ■TATI OF CALirOnilA DIVISION OF WATER RESOURCES SANTA MARGARITA RIVE R INVESTIGATION FALLBROOK, LIPPINCOTT DAM ON SANTA MARGARITA RIVER RESERVOIR STORAGE CAPACITY OF 65,000 ACRE- FEET 1955 PLATE 27 ^^^ STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARIT A jIV ER INVESTIGATION DE LUZ DAM ON SANTA MARGARITA RIVER RESERVOIR STORAGE CAPACITY OF 188,000 ACRE-FEET 1955 PLATE 27 lAM ^?^^ 'JfAw^' ' M\ W/y J/'y\^'f>^\\>;/^< ' CTION OF DAM SCALE OF FEET STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SANTA MARGARITA RIVER INVESTIGATION DE DAM LUZ ON SANTA MARGARITA RIVER RESERVOIR STORAGE CAPACITY OF 188,000 ACRE-FEET 1955 NOTE TOPOCRAPMY ADAPTED FROU U.S CORPS OF ENGINEERS, DEIT OF ARMY. •TATI OF CALIFORNIA F*BTMrNT OF PUBLIC WORIl* DIVISION OF WATER RESOURCES SANTA MARGARIT A jIV ER INVESTIGATION DE LUZ DAM ON SANTA MARGARITA RIVER RESERVOIR STORAGE CAPACITY OF 188,000 ACRE-FEET 1955 PLATE 28 "1 — r I I I I I 1 L "I I r I I I 150 ISO 170 180 190 200 ACRE FEET ID CAPITAL COST PLATE 28 1 — 1 — r I I \ I I \ L "1 I T J I L 150 ISO 170 180 ACRE FEET 190 200 D CAPITAL COST 1 — I — I — I — I I ^ \ I 1 ' UPPER DE LUZ, FALLBROOK, LIPPINCOTT 10 20 30 1 1 1 1 1 1 1 \ T T 1 T J i L J I L T I r "^~r ■^O 50 60 70 60 90 100 110 120 130 140 150 160 170 180 GROSS RESERVOIR STORAGE CAPACITY IN THOUSANDS OF ACRE FEET 190 200 RELATIONSHIP BETWEEN RESERVOIR STORAGE CAPACITY AND CAPITAL COST DIVISION OF WATER RESOURCES PLATE 29 1 — I — I — I — I — 1 — I — 1 I I r 1/ . PL. 143 FL.65 D.L.I88 1.150 :r. lDE luz reservoir alone I I I I I I I I I I I I L IS 16 17 18 19 20 21 22 SAFE SEASONAL YIELD PLATE 29 1 — I — I — I r / . PL. 143 FL.65 DL.I88 1.150 I I lDE luz reservoir alone I I I I I I I I I L 15 16 17 18 19 20 21 22 SAFE SEASONAL YIELD T 1 1 1 1 \ I I ' I T- "1 1 T "T 1 1 \ ^ \ ^ \ T DE LUZ RESERVOIRS WITH FALLBROOK, LIPPINCOTT, RESERVOIR OF 65,C 1 — r ■H FALLBROOK, J^ i.oooA.F capacity! ^^,^3 OE LUZ RESERVOIRS WITH FALLBROOK LIPPINCOTT, RESERVOIR OF 35.000 .LBROOK,^^^ / A.F CAPACITY \/ , UPPER DE LUZ ■ RESERVOIR ALONE FALLBROOK, LIPPINCOTT, RESERVOIR ALONE FALLBROOK, BORDER, ' RESERVOIR ALONE LDE LUZ RESERVOIR ALONE "1 ] r 13 14 19 20 NET SAFE SEASONAL YIELD IN THOUSANDS OF ACRE- FEET RELATIONSHIP BETWEEN RESERVOIR STORAGE CAPACITY AND NET SAFE SEASONAL YIELD DIVISION OF WATER HESOURCES PLATE 30 f — r L.I43 L.66 1 I r .UZ RESERVOIRS WITH FALLBROOK, NCOTT, RESERVOIR OF 65,000 A F CITY WITH FALLBROOK, R OF 35,000 A. F > 48 50 52 54 56 DOLLARS I J I I I I \ I I I PLATE 30 .143 .65 "I I T .UZ RESERVOIRS WITH FALLBROOK, NCOTT, RESERVOIR OF 65,000 A F CITY WITH FALLBROOK, R OF 35,000 A, F I I I I I I I I L 48 50 52 54 56 DOLLARS OF n I — r — DE LUZ RESERVOIR ALONE. I 1 1 1 1 I I I I I I I I I I I "1 \ — r ~i I r .-a- FL 65 DE LUZ RESERVOIRS WITH FALLBROOK, LIPPINCOTT, RESERVOIR OF 65,000 A.E CAPACITY DE LUZ RESERVOIRS WITH FALLBROOK, LIPPINCOTT, RESERVOIR OF 35,000 A. F l- CAPACITY FALLBROOK, BORDER, RESERVOIR ALONE FALLBROOK, LIPPINCOTT, F^ESERVOIR ALONE UPPER DE LUZ (RESERVOIR ALONE J I I I I 1 I I I J \ I I L. '° 22 24 26 29 30 32 34 3G 36 40 42 44 46 46 50 52 54 56 OVEBiGE 0NNU4L COST PER OCRE - FOOT OF NET SAFE SEASONAL YIELD IN DOLLAnS RELATIONSHIP BETWEEN NET SAFE SEASONAL YIELD OF RESERVOIRS AND ANNUAL UNIT COST DIVISION OF WATER RESOURCES STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES GOODWIN J. KNIGHT, Governor FRANK B. DURKEE, Director of PubUc Works HARVEY 0. BANKS, State Engineer Bulletin No. 57 SANTA MARGARITA RIVER INVESTIGATION Volume II APPENDIXES June, 1956 I STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES GOODWIN J. KNIGHT, Governor FRANK B. DURKEE, Director of PubUc Works HARVEY 0. BANKS, State Engineer Bulletin No. 57 SANTA MARGARITA RIVER INVESTIGATION Volume II APPENDIXES June, 1956 TABLE OP CONTENTS APPENDIXES page A. Legislative Act Authorizing Investigation » . . , , A-i B. Geology , B-1 C. "Constunptlve Use of Water in the Santa Margarita River Basin^ California", by Agricultioral Research Service, United States Department of Agriculture, December, 1954 ■, C-1 D. Precipitation Records ....,,. D-l E. Records of Stream and Spring Discharge Not Previously Published » = E-l P. Water Well Data c P-1 G. Records of Depths to Groimd V/ater at Wells In and Adjacent to Santa Margarita River Watershed .- . G-1 H. Records of Mineral Analyses H=l I. Reservoir Yield Studies c I-l J. Estimates of Cost » . .- J-1 K. Applications to Appropriate Water , » K'-l I APPENDIX. A LEGISLATIVE ACT AUTHORIZING INVESTIGATION I U-l) A"3 APPENDIX A LEGISLATIVE ACT AUTHORIZING INVESTIGATION California State Legislature Chapter 3, Statutes of 1952 "Budget Act of 1952" Item 262.5---For surveys and investigations of the water resources of the Santa Margarita Watershed including but not limited to hydrography, hydroeconoraics, the use and distribution of water for agricultural and other beneficial purposes, including consideration of both surface and under- ground water conditions, and the avail- ability of natural situations for reser- voirs or reservoir systems for gathering and distributing flood or other waters, Division of Water Resources, Department of Public WorkSo $150,000 APPENDIX B GEOLOGY (B-1) APPENDIX B TABLE OF CONTENTS GEOLOGIC AND GROUND ^ATER FEATURES OF TIffi SANTA MARGARITA RIVER WATERSHED Page 1. Introduction B- 5 Acknowledgments . B- 5 Related Investigations and Reports B- 6 Scope of Geologic Investigation B- 8 2c Physiography = o , . B-10 Ferris Block « B-12 Palomar Block B-I5 Elslnore Trough 3-lI|. San Jacinto Mountains B-I5 Mesa de Burro B-I6 Badlands ..... B-I6 Streams i-'.-lo 3. Geologic Units , , B-I7 Sedimentary Rocks . B-25 Quaternary System ... B-25 Recent Alluvium B-23 Residuvim B-25 Terraces and Older Alluvium .... B-26 Undifferentiated Upper Pleistocene Sediments B-27 Marine Deposits B-28 Marine and Terrace Deposits .... 3-23 Tertiary System 3-29 San Onofre Breccia B-29 (B-2) Page La Jolla Formation B-29 Martinez Formation B-50 Igneous Rocks B-$l Nigger Canyon Volcanics B-5I Santa Rosa Basalt B-32 Roblar Leucogranlte B-52 Woodson Mountain Granodlorlte B-33 Domenlgonl Valley Granodiorite B-35 Miscellaneous Granodiorites , , B-33 Bonsall Tonalite B-3I1 Aguanga Tonalite B-5lj. San Marcos Gabbro B-3I1. Santiago Peak Volcanics ......... B-35 Intrusives Related to the Santiago Peak Volcanics B-35 Undifferentiated Igneous Rocks ...... B-56 Metamorphic Rocks B-36 Bedford Canyon Formation B-37 Paleozoic Schists and Quartzites ..... B-37 Undifferentiated Metamorphics B-37 I4.. Structure B-38 5. Geologic History B-I|.l Pre -Tertiary Time B-i|l Tertiary-Quaternary Time B-i|l 6. Occurrence of Water , B-1^.2 7. Ground Water Basins B-l|l| Aguanga Basin B-5I (B-3) Pa£e Anza Basin B-5I1. Domenlgoni Basin B-33 Murrieta Basin B-56 Pauba Basin B-59 Santa Margarita Coastal Basin B-63 8, Procedure for Estimating Ground Water Storage Capacity » B-65 TABLES Table No , B-1 Generalized Stratigraphy of Santa Margarita River Watershed » B-I9 B-2 Major Faults and Associated Features in Santa Margarita River Watershed and Adjacent Areas * • B-4,0 B"3 Ground Water Basin Characteristics B-i4.6 B-k Assigned Specific Yield Values B-67 PLATES Plates referred to in this appendix are bound in Sa.-a Margarita River Investigation, Volume I, Text and Plates, - Plate No, 2 Physiography 6 Hydrographic Map 9 Location of Wells 10 Lines of Equal Elevation of Ground Water, Spring, 192? 11 Lines of Equal Elevation of Ground Water, Fall, 1953 13 Areal Geology 14 Geologic Sections A-A« , B-B« , and C-C 15 Geologic Sections D-D«, E-E« , and F-F» 16 Geologic Sections G-G' , H-H« , and J-J« 17 Geologic Sections K-K' and L-L» (B»4) B-5 1,. INTRODUCTION This appendix presents the results of the geologic In- vestigation of the Santa Margarita River watershed, conducted as a part of the Santa Margarita River Investigation, authorized by the California State Legislature in its Budget Act of I952, Dis- cussed herein are the geologic features of the watershed, with particular emphasis on the occurrence and movement of ground water, and methods and techniques employed in the geologic in- vestigation. Acknowledgments The cooperation extended by the following in providing basic data relating to the geology of the Santa Margarita River watershed is gratefully acknowledged: United States Geological Survey, Grovind Water Branch United States Navy, Office of Ground Water Resources, United States Marine Corps Barracks, Camp Pendleton University of California at Los Angeles, Department of Geology University of Southern California, Department of Geology Vail Company Information on subsurface geology and groiond water storage capacity was obtained from about 1^.00 logs of wells supplied by a great many well drillers and property owners. The cooperation and assistance of these parties is also acknowledged with thanks. B-6 Relsted Inveatlgstlona end Reports In preparation of this appendix, prior Investigations | and reports dealing with the Santa Margarita River watershed and areas adjacent thereto were studied. Those reports so employed are listed following, and are referenced In this appendix by numerical designations as shown: 1, Arnold, Ralph, "Topography and Fsult System of the Region of the San Jacinto Elarthquake" . Seismological Society of America Bulletin, Vole 8, pp. 68-73. I918. 2, Blackwelder, Eliot. "The Recognition of Fault Scarps", Journal of Geology, Vol, 36, No, k, PP. 289-3I2. 1928. 3, California State Department of Public Works, Division of Water Resources, South Coastal Basin Investigation. "Geology and Ground V/ater Storage Capacity of Valley Fill". Bulletin No 45. 1934. i\., California State Department of Natural Resources, Division of Mines. "Geologic Formations and Economic Develop- ment of the Oil and Gas Fields of California". Bulletin No. II8. 191+3. 5, California State Water Resources Board. "Santa Ana River Investigation". Bulletin No. I5 . I956 6, Davis, W. M. "The Rifts of Southern California". American Journal of Science, Volo 215^ pp. 57-72.. I927. 7, Dudley, P. H. "Physiographic History of a Portion of the Perrls Block, Southern California"., Journal of Geology, Vol. kk, PP. 358-37B. 1935 » 8, Ellis, A. J« and Lee, C, H. "Geology and Ground Waters of the Western Part of San Diego Covin ty, California", United States Department of the Interior, Geological Survey, Water Supply Paper No. I(.l|.6. I9I9. 9, Engel, Rene. "Geological Map of the Lake Elsincre Quad- rangle, California". California State Department of Natural Resoiorcesp Division of Mines. Bulletin No. li+6, Plate 1. 19l|9« 10. Fraser, Donald M. "Geology of San Jacinto Quadrangle South of San Gorgonio Pass, California". California State Department of Natural Resources, Division of Mines c State Mineralogist Report, Vol. 27, pp. i+9i;-5l+o. 1931 o B-7 11, Hanna, M. A. "Geology of the La Jolla Quadrangle, California". University of California Publication, Department of Geological Sciences Bulletin, Vol, lo. No. 7, pp. 187-214.6. 1926. 12. Hanna, M. A. "Geology and Oil Possibilities of South- western San Diego County". California State Depart- ment of Natural Reso\irceS;, Division of Mines. State Mineralogist Report, Vol. 35. 1959. Hill, R. T. "The Rifts of Southern California". Seis- mological Society of America Bulletin, Vol, 10, No. 3 pp. ]i6-i[|.9. 1920. Hurlbut, C, S., Jr. "Dark Inclusions in a Tonalite of Southern California". American Mineralogist, Vol, 20, pp. 609-650. 1935. Jenkins, 0. P. "Geologic Map of California", California State Department of Natural Resources, Division of Mines. I938. 16. Larsen, E, S. "Bathollth and Associated Rocks of Corona, Elsinore, and San Luis Rey Quadrangles, Southern California". Geological Society of America. Memoir 29. 1948 < 17. Larsen, E. S, "Crystalline Rocks of the Corona, Elsinore, and San Luis Rey Quadrangles, Southern California". California State Department of Natiifal Resoiirces , Division of Mines. Bulletin I59, I95I. 18. Larsen, E. S. and Keevil, Nc B, "Radioactivity of the Rocks of the Batholith of Southern California". Geological Society of America Bulletin, Vol. 58, pp. I4.83-U93. 1947. 19. Mann, J. P. "Late Cenozoic Geology of a Portion of the Elsinore Fault Zone, Southern California". Univ- ersity of Southern California Thesis. 1951. 20. Merriam, R. H, "Groxmd Watei-- in the Bedrock in Western San Diego County". California State Department of Natural Resoiorces, Division of Mines. Bulletin 159* pp. 117-128, 1951. 21. Miller, P. S. "Petrology of the San Marcos Gabbro, Southern California". Geological Society of America Bulletin. Vol. [|.8, pp. 1397"ll+26. 1937. 22. Miller, Vi/. J. "Some Featixces of Faulting in Southern California". Journal of Geology, Vol. i\.Q, pp. 385-I120. iql+0. B-^ 25, Reed, Ro D, "Geology of California". America Association of Petroleum Geologists, 1943* 2!i^.» Sampson, R. J« "Mineral Resources of a Portion of the Perris Block, Riverside Coimty, California". California Journal of Mines and Geology, State Mineralogist Report No. 51, pp. 507-521. 1935. 25« Sutherland, J. C. "Geological Investigation of the Clays of Riverside and Orange Counties, Southern California", California State Department of Natural Resources, Division of Mines. State Mineralogist Report, Vol, 3I, No. 1, pp. 51-87. 1955. 26, Waring, G, A, "Ground Water in the San Jacinto and Temecula Basins, California", United States Department of the Interior, Geological Survey, Water Supply Paper No, 1^.29. 1919. 27, Woodford, A. 0. "The San Onofre Breccia, Its Nature and Origin". University of California Publication, De- partment of Geological Science Bulletin. Vol, I5, No. 7, ppo 159-280. 1925. Scope of Geologic Investigation The objectives of the gpologic investigation were to ascertain the water-bearing characteristics of the various rock types found within the Santa Margarita River watershed j to determine the hydrologic significance of the prominent struc- tural features of the areaj to determine the mode of occxirrence, movement, and ultimate destination of ground water j and to locate and evaluate the characteristics of water-bearing deposits forming the several ground water basins identified in the water- shed for the purpose of preparing estimates of the storage capacity thereof. In order to accomplish the foregoing objectives, the areal geology was mapped, water wells in the area were located, measurements of depth to ground water and mineral analyses of sxirface and ground water were made and evaluated, all available well logs were collected and analyzed^ and pump tests were conducted to determine characteristics of the water-bearing materials . Geologic sections were drawn to show the nature and configuration of the subsurface deposits. In this regard, a peg model was also constructed to assist in the determina- tion of the subsurface geology in a portion of the areao In field mapping, particular care was given to the location of boundaries of water-bearing rocks. The area investigated was confined to the watershed of the Santa Margarita River except in those instance^ where adjacent areas required in- vestigation in order to properly interpret the geology of the Watershed, The geology of the Santa Margarita River watershed is depicted on ereal geology maps „ Plates 13A and B, Since this portion of the Santa Margarita River In- vestigation was primarily a study of geology as related to water resources and more particularly to the groiind water supply, geologic structvire of the nonwater-bearing rocks was not intensively investigated. Work in this regard generally extended to field checking of the results of previous investi= gations ; however, those faults and fault zones which appeared to have a direct bearing on the occurrence and movement of ground water were given more thorough study. The discussion of historical geology and of the older no nvvater- bearing rocks is of a general nat\xre and is presented in brief in this appendix. However, rocks of Quaternary age, which are the important sources of ground water in the watershed, are des- cribed in detail herein. B"10 The results of the geologic investigation of the Santa Margarita River watershed are presented and discussed in the following sections of this appendix; 2. Physiography 5. CSeologic Units l\.. Structure 5. Geologic History 6. Occurrence of Ground Water 7. Ground Water Basins 8. Procedure for Estimating Underground Storage Capacity 2. PHYSIOGRAPHY General physiographic features of the Santa Margarita River watershed are shown on physiography maps. Plates 2 A and B. Plate 2 A depicts the coastal portion of the watershed, and Plate SB similarly depicts features of the Inland area or that portion of the watershed landward from the coastal mountains » The area of investigation lies within the Peninsular Ranges geomorphic province as defined by Jenkins^-. To the north are the Transverse Ranges , including the San Bernardino and Little Ssn Bernardino Mountains, and to the epst is the Colorado Desert « The San Jacinto Mountains lie northeast of the area. Between the San Jacinto and Santa Ana Mountains ^ which border the area to the west, is the relatively stable, eroded Perris block. The Elainore Mountains, which lie southwest of Lake Elslnore, the Santa Rosa plateau, and the Palomar block, including Agua Tibia Mountain and Aguanga Mountain, are included in the 3-11 areas of greater relief end higher elevation, and form the ridge separating the afore -mentioned coastal and inland areas. Large areas of the coastal slopes southwest of the ridge consist of rolling hill lands, with prominent elevated coastal terraces bordering these lands along the coa?t. Within the Santa Margarita River watershed, these terrace lands are known as Stuart and South Mesas, p All major and several minor topographic features are primarily the result of faulting however j these features have been somewhat modified by erosion. The two important structural features of tjie Santa Margarita River watershed are the Elslnore and San Jacinto fault zones. All the impor- tant faults in the area are associated with these zones and trend in a northwesterly direction. Fault zones have had a marked effect upon drainage and also form boundaries of several ground water basins, A major physiographic featiore of the province is the deep northwesterly trending Elsipore trough, or graben, formed by faults of the Elsinore fault zone. Lake Elsinore occupies the central portion of this trough. The portion of the trough within the Sa^ta Margarita River watershed is referred to herein as the Murrleta graben. The Wildomar fault. Glen Ivy fault, and Willard fault zone are within the larger Elsinore fault zone. The general physiographic features of the Santa Margarita River watershed end adjacent areas are discussed in this section \mder the following headings j Ferris Block, D = 12 Palomer Block, Streams, Elsinore Trough, San Jacinto Mountains, Mesa de Burro, and Badlands. Ferris Block The Ferris block, which lies between the San Jacinto fault zone and the Elsinore trough, is a relatively stable eroded surface of crystalline rock cut by interconnected valleys. The most obvious feat\are of the block which has behflved as a single structural unit, is the remarkably con- stant elevation of the valley, which has resulted from slow, rather viniform erosion of highland masses and consequent building up of the valley fill. The western and southern rims of the comparatively high-lying Ferris block are being slowly eroded eastward by streams which drain into the Elsinore trough. Within the Santa Margarita River watershed, this process is effected by tributaries of Murrieta Creek. The trenching of alluvial deposits has resulted in the forma- tion of terraces near the hi^land areas . Many physiographic evidences of faulting are present In the Ferris block, the most prominent of which is the scarp of the San Jacinto fault along the northeast boundary (outside the area of this investigation). Other evidences of faulting include fault blocks, truncated spurs, sag ponds, small scarps, and alignment of springs. The following presents a plausible interpretation of the more | recent physiographic history of the Pe.rris block. In the late Pleistocene time active streams cut V-shaped canyons on a surface developed by earlier erosion. Drainage then was probably to the northeast. Movement on the San Jacinto fault zone initiated a rise of the land mass northeast of the fault. B-'IJ Streams leaving the area to the northeast were able to main- tain their positions for a time, aggrading in the canyons to the southwest and downcutting across the rising fault block. This aggradation was the beginning of the process of alluviatlon of the Ferris block which has continued to the present time. Ultimately j, the antecedent streams were no longer able to maintain their courses across the fault and the Ferris block became a closed basin with interior drainage This basin continued to fill with detrital material from the surrounding highlands, especially the San Jacinto Mountain block, which was rising with the same movement that blocked the northeast-trending drainage. As the valleys were filled toward their present levels gradients continually became gentler and streams slower moving. At some time in the lat© stages of the period of filling^ water began to spill over the divide to the southwest into the Elsinore trough, and the cutting of Railroad Canyon on the San Jacinto River began. Palomar Block The Palomar block is a large mass^, or horstj, of Plutonic igneous and metamorphic rocks which has been elevated between two faults within and parallel to the Elsinore fault zone. The summit of this horst is a surface of high elevation but low relief. Similar erosion sixrfaces stand at a lower elevation on both flanks of the block^ which suggests an uplift in two stages. Although these up- lifted areas are now undergoing vigorous downcutting, much of the area of low relief is still apparent. B-14 Elslnore Trough The Elslnore trough is a complex northwesterly-trending graben bounded on the northeast by the Perris block and on the southwest by the Elsinore Mountains and Santa Rosa plateau. The trough Includes the entire valley extending from Corona southeast to beyond Temeculac Lake Elslnore, which occupies the central portion of this trough, is surroimded by fault scarps on all but its southeast side. The jscarp of the Glen Ivy fault, a discontinuous line of low hills, bounds the lake on the northeast. On the southwest, the lake is bovinded by the Willard fault zone at the base of the Elsinore Mountains, which attain elevations of over 3^,500 feet above sea level„ There may be no fault immediately northwest of the lake, but between one and two miles farther northwest, a northerly-=trending cross fault lies at the base of the mountains o Alluvial debris has accumulated to considerable depth between the Glen Ivy and Wildomar faults, the major inner faults of the Elsinore graben. The portion of the Elsinore trough previously referred to as the Murrieta graben extends from nesr the southeastern end of Lake Elsinore southeast into Wolf Valley. It is a narrow depression about l8 miles longj, averaging about one mile in width, and is included between the Wildomar fault on the north- east and the Willard fault zone on the southwest „ The basement surface in the graben dips southeast, and the thickness of sedimentary fill increases in that direction. A brief physiographic history of the area follows; During the period in which the Elsinore trough has been sinking, it has become deeply alluvlated by streams draining the svirrounding highlands. During this time the region may have been occupied by streams similar to Miurrieta Creek, At other times the drainage may have been ponded Into lakes similar to the present Lake Elsinore. Lake Elsinore is only a temporary feature and its destruction may come by lowering of either the northwest or southeast divide by faulting, warping, or headward erosion of Temescal Wash northwest of the Lake, or of Murrieta Creek, or by filling of the Lake with sediment, San Jacinto Mountain s The San Jacinto Mountains are a recently elevated mass of crystalline rock, the highest point of which is San Jacinto Peak, which rises to a height of 10,351 feet above sea level about lii miles north of the Santa Margarita River water- shed boundary. Elevations generally decrease gradually to the west, moderately to the southwest and south, and abruptly to the north and east. Some old erosion surfaces are preserved at high elevations southeast of San Jacinto Peako The streams draining the southwest slope of the block generally occupy deep, steep-walled canyons* Gradients of many of these increase with decreasing elevation, indicating very recent strong uplift along the northwesterly trending mountain front faults, including San Jacinto fault, which crosses the extreme northeast portion of the watershed. B-16 Mesa de Burro Mesa de Burro, the most prominent of several similar features within the Santa Rosa plateau, is located about fo\xr miles southwest of Murrieta, and is capped by a series of thin flat-lying flows of basalt. The total thickness of basalt does not exceed 100 feeto The basalt consists of thin regular flows and ends abruptly in steep peripheral cliffs » The thin- ness and regularity of the flows are indicative of a very fluid magma which enabled it to spread over a large surface area. These flows were once quite extensive, but now only isolated remnants remain c Badlands Badland topography is displayed on the prominent northwest-trending ridge near Vail Reservoir, which separates Kigger and Aguanga Valleys on the southwest from Lancaster Valley on the northeast. It is marked by barren, dissectedj poorly consolidated sediments o The material comprising the badlands is medium-grained arkosic sediment, rather than silt and clay which are more commonly found in such areas. Streams A great deal of the physiographic history of the region can be determined by a study of the present streams. Changing stream gradients are a good indication of tilting and this source of evidence has been used in determining the sequence of events within the investigational area. Stream piracy or capture is a frequent occurrence in fault block regions such as this. The capture of Murrieta and Teraecula Creeks by the Ssnte Margarita River, is an example of this phenoinenono A more detailed account of this capture is des- cribed in Section 5, entitled "Geologic History". Obsequent streams flowing down the northeasterly faces of the Elslnore Mountains and the Santa Rosa plateau have a great slope advantage over the consequent streams and are, thus, eroding more rapidly headwgrd. The divides are moving to the west and as a result the consequent streams will be beheaded. Most of the bedrock canyons are now occupied by subsequent streams which are superposed along fault lines and the form.ation of almost all these canyons are directly or indirectly the result of superposition. The streams of particular interest in this report are the following: Santa Margarita River, an antecedent stream in the lower reaches and a consquent stream near its headward portion in Temecula Canyon; Temecula Creek which is almost entirely subsequent; and Murrieta Creek, a subsequent stream. 3, GEOLOGIC milTS Ground water occurs in several distinct rock types within the investigational area. Almost all of the readily extractable ground water is stored in the larger alluvium filled valleys, which are themselves distinctive in size, shape, depth, and permeability. The material comprising the valley fill is generally unconsolidated to poorly consolidated water-bearing alluvium of variable thickness. The alluvium B-lS is composed primarily of continental flood plain and fan deposits, with some interbedded lagunal sediments in the basins which border the coast. Limited quantities of ground vi/ater are found in the semiconsolidated Pleistocene sediments, which flank several of the alluviated valleys and form per- meable collecting areas for the sediments underlying the valleys. Minor quantities of water are also stored in the fractured and jointed volcanic and crystalline rocks, within fault zones, and in the areas of decomposed granltics. Forming the relatively impermeable sides and bases of many of the valleys are materials classed herein as non- water-bearing. This group ranges from pre-Cretaceous to Tertiary in age and comprises crystalline, igneous, metamorphic, and volcanic rocks plus impervious or sll^tly permeable sedimentary formations » Deep strata saturated with saline or connate waters are also included in this category^ Described in this section are the various geologic unite found in the Santa Margarita River watershed. Discussion presented hereinafter for each unit is set forth under each broad rock type; sedimentary, igneous and metamorphic. Per- tinent data are given for each vinit including location, mode of occurrence, description, origin, and water-begring characteristics o These data are also summarized in Table B-1, "Generalized Stratig- raphy of Santa Margarita River Watershed". The locations of geologic units are shown on Plates 15a and B, » u o I a m a 9 E-i M 6- I s C L, C CO o m ii ■PC* a> 42 S S O t4 O It TJ iH «H O ^ CO (d (. I>0 a> 01 «•! +» C fc d » (. ° S c ♦» o 5 S -g >-< a, ID * D >» 9 o 5 lU +■ 1-1 0) r-f ■♦* O 0> C t> O 0) >ri t« CO ■fi * 3 CO ^ to f-^ <:^ o O .^ ■r« ■H c "2 B a +> •H- o to c ta-p TJ c o ■rt cS c •H o t. •O Oj u O ^ o. « l-i (/I i. o o m cS c CO a> §> X c o ^ »« o •♦> «} t. a a. 23 S •r< » «> «> o b 0) n t-i Q •» tH bH c o c ». o •a *» o •D •o o o •1 a B-C +> « & t. ol af r-l O ^ •a 0) v< (. =1-1 > d (D r-4 cD i-i 3 55 O CO tic o 3 a c a> a! 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X I' d 6^ +»+»+» V. •a: z d s 14 Co o c 0) 5* ,B +» o ■p n B c- d +» o h t-J +- C CM 0> §^ tH ♦J +» s;^ U J^ "^ " d 3 T 3 o d "~ o d S"^ t'=^' g^ >) o (/I 5<, CSEOLOGIC HISTORY A generalized geologic history of the watershed region is given herein.- Geologic events are presented in chronological order, with the older occurrences presented firsto Pre ■-•Ter t iary Time Before Tertiary time the major geologic event was the emplacement of the southern California batholith '^. The batholith is related to that of the Sierra Nevada^ which is of late Jiarassic age, and includes all the plutonic and hypabyssal igneous rocks which were described earlier. The sequence of intrusion was as follows 2 gabbros,, tonalites, granodiorites , and finally the granites. Tertiary -Quat ernary Time Pre-Pliocene events in the Tertiary period, although important, are not ss diagnostic as those which occurred in the Pliocene, Pleistocene, and Recent epochs, A brief summary of the geologic history of the latter periods i, as interpreted from physiographic and geologic evidences in the Santa Margarita region, is presented herein? In Pliocene time the area was principally a broad alluviated surface of comparatively low relief o Although the Perris block was low, the San Jacinto Mo^untains , a fault block, were beginning to be uplifted . Drainage in the area was to the north or northeasts During the "Plio-Pleistocene" the Santa Rosa basalts were extruded upon this surface of low relief and the Santa Ane Mountains were bsing uplifted along the Elsinora fault zonae The San Jacinto and Paloraar Mountains were also rising at this time. In early Pleistocene time, drainage was southwesterly across the Ferris block and Santa Margarita region. During middle Pleistocene the Pasadenan orogeny occurred, accompanied by uplift and erosion,, The San Jacinto, Santa Ana, and Palomar Mountains were uplifted and the Elsinore trough was downfaultedc The Santa Ana River, located northwest of the watershed, developed a sub- sequent tributary down the Elsinore trough and captured Temecula Creekc The Upper Pleistocene epoch was characterized by the deposition of the Pauba formation ^ faulting, and by headward erosion by the Santa Margarita River resulting in the eventual capt-ure of Murrieta and Temecula Creeks and the change of drain- age direction to the present southwesterly coxjrse through Temecula Canyon, Larsen^'^ suggests that the San Luis Rey River similarly may capture in the early geologic future the drainage of Temecula Creek. During Upper Pleistocene time downfaulting of the Elsinore trough continued and Murrieta graben in its present configuration was formed. The Di'ipplng Springs f anglomerates were also deposited dttrlng this time- In the late Pleistocene the Nigger Canyon volcanics were emplacedo Deposition of alluvial sediments and movement along older faults has continued to the present o 6, OOCURREN-CE OF GR0U5ID V-ATER Ground water is exploited to some extent from all the formations occurring within the watershed. The water yielding ability of the formations ranges from high for alluvium to almost negligible for the massive crystalline rocks. On Plates 9A and 9B rocks within the watershed have been mapped according to their abilities to yield water. Three iinits are delimited on this mapj these include materials varying from moderate to high permeability,, materials of low permeability, and materials generally impermeable. Areas designated as moderately to highly permeable consist of Recent alluvium, Qal, and constitute the principal sources of ground water in the Watershed. Wells tapping these deposits generally have specific capacities, in gallons per minute per foot of drawdown, ranging from 6 to 220. Areas of low permeability comprise terraces and older alluvium, Qtoa; deep residuum, Qr , exposed in the vicinity of Fallbrook; and upper Pleistocene sediments ^ Qps . Wells in these units supply minor quantities of ground water and generally have specific capacities of less than six. The third group of generally impermeable materials includes igneous rocks, meta- morphic rocks, and cemented sediments and rocks. They are practically nonwater-bearlng,, but yield limited supplies from joints, fractures, and highly weathered zones. Water is occas- ionally obtained from permeable members within the cemented sediments . At several places within the watershed, crystalline rock formations have been deeply weathered forming a layer of decomposed material of varying physical characteristics. Such weathered rock has been herein designated residuum. In general, the permeability of residuum is low, however, in some locations it constitutes an Important source of water. In the vicinity B-44 of Fallbrook an extensive area is underlain by residuum, a part of which presently yields water to wells. The limits of pre- sently productive residuum in the Fallbrook area are delineated 'on Plate 9A, Artesian wells are scattered in many localities through- out the watershed. Those of significance , however, are found in Pauba Valley, Santa Gertrudis Valley, and at other locations along the northeast side of the Wildoraar fault. The apparent areas of confihed waters are delineated on Plates lOB and IIB Springs exist or have been reported to exist in the past throughout the watershed. The occurrence of springs may be attributed to the discharge of water accumulated in Joints or fractures of impervious rocks through openings in the rocks or through the exposed seepage faces of permeable fill material similarly supplied. Flows of ground water which are caused to appear on the surface by the intersection of the planes of the water table and the ground sirrface or by impervious obstructions are sometines called springs, although in California such flow is often called rising water. In this report such flows are considered to be rising water except that in cases where the source has been locally considered to be a spring, such designation has been preserved. Locations of most springs which are of local significance, including those used for domestic or stock use and those for which appropriation water rights applications have been filed, are plotted on Plate 6, "Hydrographic Map", 7. GROTIND WATER BASINS Twenty-three ground water basins of signficant Sj-Za ■-■• present development were identified in Santa Margarita River watershed, and are herein described. The boundaries of these basins are delineated on Plates 10 and 11, "Lines of Equal Elevation of Groundwater". Many other ground water bodies exist in the watershed^ but they are very small, virtually un- developed, and insufficient information was available to warrant their designation as separate basins. Boundaries of basins are generally continuous ridges of basement complex either exposed at the surface or underlying several feet of residual cover. Several boundaries are formed by faults which act as barriers to the movement of subsurface waters. In other cases, alluvial "highs" have formed surface drainage boundaries between basins, and in such situations the surface divides have been utilized in delimiting the basin boion- darles . Materials filling the basins near the coast are chiefly littoral, estuarlne, or bay deposits of gravels „ sands, silts, and clays. Materials filling the intermontane basins were de- rived from the surrounding mountains and consist of deposits of unconsolidated clays ^ sands j, and gravels. This detritus varies In thickness from a thin veneer at the outer limits to deposits of considerable, but imknown, thickness in some basin centers. Directions of ground water movement are indicated by lines of equal elevation of ground water shown on Plates lOA and lOB for spring, I927 , and Plates HA and IIB for fall, 1955o In Table B-5, entitled "Ground Water Basin Character- istics", are tabulated the characteristics of all designated basins. Including the following pertinent data 2 general B-46 .5! s u t-i >J t/3 CO << ■a: tc F- rr w i^ < g n n « o S.^ Oboe u o a -H o +" p. t. 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Vi P +» c 10 B 5 V 3 il > rH ja d « > .0 i u fe 0) 1S , g > .5? f-i 0> a B XI M s X a E « «-■ -H M t. l> f* +» s CO +» •^ •rl d X » rH B « X) » 0) « ^ B ^ « •rH •0 e> Q) 0) I. X +> C-4 •p d rH B B 3 ^H •rl •-t T3 •D d ■P •f> d d >> rH rH +» 3 3 d X i! PL, .0 s 4S 5 X •A 3 X 3 (/I 3 c/) C/5 d <. <.. a. a> a. T3 Ou d •H X M >1 >, ■iS* •p ^ •H II d d +^ D n » ra (O 10 B-51 description, siirface area, relative permeability and storage capacity data. Basins are listed in the table alphabetically within each of the six hydrographic units delineated on the hydrographlc map, Plate 6. Aguanga, Anza, Domenlgoni, M\irrieta, Pauba, and Santa Margarita Coastal Basins are described in ad- ditional detail in the following paragraphs? Ap:uanga Basin Aguanga Basin is a rectangialarly shaped, northwesterly trending, structural feature, approximately 5„8 miles in length, with an average width of about one mile. The basin surface covers an area of about 1,200 acres, which Is drained by Temecula Creek, In general, the basin floor slopes from southeast to northwest, surface elevation being about 2,200 feet at the eastern extremity of the basin, and decreasing to about 1,800 feet near the westerly end, Aguanga Valley is one of several alluvlated valleys along upper Temecula Creek bounded in part by fault line scarps and separated by bedrock canyons. Aguanga Valley and Radec and Nigger Valleys downstream show as en echelon arrangement typical of valleys occupying a series of tilted blocks between parallel faults . The most impressive fault zone In this locality, the Aguanga zone, forms the southwest boundary of Aguanga Valley, In less spectacular form It continues to the southeast as the Agua Callente fault and forms the northeast boundary of the Palomar block. Southeast of Aguanga the main fault trends B-53 about N 62° W, but further west it joins a persistent fault trending approximately N kh^ W, Exposures of some of the fault surfaces of this zone, directly south of Aguanga, show northeast dips of more than 80 degrees. The northern boundary of the basin is formed by a ridge of vmdifferentiated Pleistocene deposits (Qps) which has been eroded to a badland type of topography. The ridge is asymmetric, especially in its eastern part. This featvire is shown on geologic section E"=E' , through Aguanga Valley, which is presented on Plate 15 , Further west the ridge becomes a cuesta, A small horst of Aguanga tonalite forms a ridge of crystalline rock within the badlands near the north side of Aguanga Valley. Surface flow is Intermittent in the heavily alluviated central portion of the valley. Perennial flow in Temecula Creek occurs, however, at both the upstream and downstream extremities of the valley where the alluvium is thin and bedrock is near the surface. All the wells draw water from the alluvium which is recharged by percolation of precipitation on the valley floor, runoff from the adjoining slopes ^ and inflow from Temecula and other tributary creeks . Six active water wells were located in Aguanga Basin, Including two irrigation wells <> A pump test on one of the irrigation wells showed a yield of I80 gallons per minute with a drawdown of 50 feet. B-54 Anza Basin Anza Basin is located in the irregularly-shaped erosional Anza Valley situated in the northeasterly portion of the watershed. In general, the valley floor slopes toward the southwest, and elevations range from about i4-,i4.00 feet above sea level at the northern extremity of the valley to about 3»800 feet at the outlet. The valley is drained by Coahuila Creek, which flows in a general southwesterly direction. Mountains composed chiefly of igneous rock, border the basin on the northeast and east. The basin is bounded on the southwest and west by long gentle slopes of residuum which were formed by the decomposition of the tmderlylng Igneous rocks o The northern extremity of the basin Is bovinded by low hills of older alluvliamo On the southeast, Anza Valley Is separated from Terwilllger Valley by a narrow saddle filled to shallow depth with alluvial materials « Terwilllger Valley drains to the Colorado Desert and is outside of the Santa Margarita River watershed. Geologic features of the valley are depicted on geologic section C-C« Plate 14 . Ground water in Anza Basin occurs in Recent alluvial deposits consisting of gravels and sands outwashed from the alopejs of the mountains along the north side of the basin. The ground water basin is recharged by percolation of precipitation on the valley floor and riinoff from the surrounding slopes. Recharge from the latter source is limited by the small drainage area tributary to the basin. Direction of ground water movement is shown by the ground water contours on Plate IIB. In general, flow is toward tte south B^55 converging on Coahuila Creek at the southwestern corner of the Basin. An unnamed fault trending northwest to southeast through the westerly portion of the basin apparently forma a partial barrier to ground water movement as indicated on the Plate. There are a total of about forty active wells located within the basin. Most of these are concentrated within the central and southwestern portions of the basin, and most are equipped with windmills , Many are siriall producers with dis- charge rates of but a few gallons per minute, but others have been tested at rates varying from a few gallons per minute to 550 gallons per minute. One large irrigation well drilled adja- cent to the basin in 195U> produces about 60O gallons per minute. This well produced about 1,000 gallons per minute vinder test at the time of drilling. This well i? unusual In that it was drilled in crystalline rocks which are generally nonwater-bearing. The well is believed to penetrate fractures or a fault from which its source of water is derived. Domenigonl Basin Domenigoni Basin is an irregxilarly shaped southwester- ly trending valley;, which is approximately four miles in length and averages about one mile in width. It is an eroslonal feature, covering an area of approximately 5sOOO acres situated about two and one-half miles south of the town of Winchester, In general^, the valley floor slopes toward the southwest >, with surface eleva- tions varying from 1^550 feet at the nortlieast extremity of the valley, to about lj,I|i|0 feet at the southwest edge. The basin is composed of Recent alluvium. It is flanked B-56 on the north and south by hills of Paleozoic schist and quartzite, except for the western section where the bordering hills on the north and south are largely composed of Cretaceous Domenigoni Valley granodiorites . The basement complex forming the floor of the valley comprises granodiorite, schist, and quartzite, Spijrs of granodiorite and a low alluvial divide separate Domenigoni Valley from Menefee Valley to the west. A constriction in the bordering highlands separates Domenigoni Basin from Diamond Basin to the east. Geologic Section B=B« on Plate 14 depicts geologic characteristics of Domenigoni Valley, Wells in the basin obtain their supplies of ground water from the alluvial fill. Some wells penetrate the underlying base- ment rocks for short distances, but it is not likely that any significant yields are obtained from the bedrock. Wells are re- charged by precipitation upon the valley floor and percolation of runoff from the surrounding slopes o Information on the characteristics of water wells in Domenigoni Valley is very scanty , but records available show that the maximvim depth of wells is about I50 feet. Yields in the range of 5OO to lj,000 gallons per minute have been obtained with specific capacities of about 30 to 5O0 The direction of gro\jnd water movement is depicted by contours on Plate 11 B. In general the flow is westerly conforming with the slope of the valley floor, Murrleta Basin This basin lies within Murrleta graben, and, as herein designated, includes a section of the graben approximately eight B-57 miles in length extending from a point 5»7 miles northwest of Murrieta to a point one mile southeast of Temecula. The basin surface, which trends in a northwesterly direction, covers an area of about l+jliOO acres and reaches its greatest width of about 1,5 miles in the vicinity of Murrieta. It is drained by Murrieta Creek, which flows to the southeast joining Temecula Creek to form the Santa Margarita River near Temecula. Principal tribu- taries of Murrieta Creek are Warm Springs and Santa Gertrudis Creeks which enter the valley from the northeast, and Cole Canyon Creek, which flows into the valley from the southwest. The basin, which is filled chiefly with Recent alluvitun, is adjointed by areas of older alluvium on the northeast and southwest. Older alluvium is also foiond underlying the Recent sediments. Murrieta Basin is separated from Wildomar Basin to the northwest by a constriction in the bordering hills of older alluvium. It is separated from Santa Gertrudis Basin by the Wildomar fault. Murrieta graben Is bounded on the northeast by the Wildomar I'auit ana on the southwest by the VJillara fault zone, both of which are apparently high angle normal faults. Present features of Murrieta graben were formed at about the end of Pleistocene time. However, the major vertical movements took place In middle Pleistocene time probably during the Pasadenan orogeny. Faulting, especially along the Wildomar fault, has continued to the present. The Wlllard fault zone, named by Engel9, marks the northeast boundary of the Elalnore Mountains and Santa Rosa plateau. Although shown as a single fault, its extension into the Murrieta region appears as a zone of faulting. The Wlllard fault zone trends about N ij-5° W and is one of the most persistent zones of the Elslnore fault system. The Wlldomar fault was also named by Engel9, it extends southeast beyond Murrieta Basin into Wolf Valley, Gtouge zones on this fault are nearly vertical. In the Vernard oil test well (7S/5W-2IHI) , basalt, which was extruded in late Pliocene time, was encountered at a depth of about 2,i|50 feet or 1,550 feet below sea level. This basalt has Deen correlated by Mann-^9 with the Santa Rosa basalt which caps Mesa de Burro southeast of Murrieta at an elevation of 1,950 feet. The relative vertical displacement of the basalt between the two points described is therefore 5j300 feet. Geologic features of Murrieta Valley are depicted on geologic sections A-A', J-J', and K=K»on Plates 14, 16^ and 17, respectively. As previously indicated in the discussion of geologic history, stream piracy has been a significant process in this area. After the Murrieta graben was formed, the Santa Ana River developed a subsequent tributary down the Elsinore trough and captured the San Jacinto River and Temecula Creek. Later, the ancestral Santa Margarita eroding headward at Temecula Canyon, captured Temecula Creek and reversed the direction of drainage down Murrieta graben, forming a prominent elbow of capture near Temecula Canyon. Ground water occurs within both the Recent and older alluvial deposits. Wells 120 feet deep or less draw from the Recent deposits. Those of greater depth may be supplied from both Recent and older alluvium. About 110 active wells weie located during the field D^59 canvass of the basin. These wells vary in depth from about 25 to about i^.50 feet. Twenty-three of these are irrigation wells with capacities ranging from about 100 to i|50 gallons per minute j whereas the remainder are wells of small yield utilized chiefly for domestic or stockwatering purposes. Specific capacities range from one to about forty, the average value being approx- imately nine. Direction of ground water movement is depicted by contours on Plate IIB. In general, the direction of subsurface flow conforms roughly with that of surface rxinoff , converging toward Murrieta Creek from the north and south and thence moving eastward toward Temecula Canyon, Ground water in the older alluvium to the northeast of the basin moves in a southwesterly direction toward the basin. This flow is impeded by the Wildomar fault which acts as a ground water barrier near the easterly end of the basin. At Santa Gertrudis Creek ^ ground water impounded behind this fault rises to the surface and flows from several springs. The alignment of these springs clearly marks the surface trace of the Wildomar fault, which is made even more conspicuous by the presence of clumps of native phreatophytes which thrive along the northerly edge of the fault where depth to ground water is shallow. Pauba Basin West of Vail Reservoir, Temecula Creek emerges from the rock walls of Nigger Canyon into a region underlain by poorly consolidated older alluvium. Commencing at this trans^ ition the stream has cut a broad flood plain into the older B-60 alluvium which extends southwesterly to the Murrieta graben . This flood plain, approximately three quarters of a mile in width, six and one -half miles in length, and having an area of about 5,000 acres, constitutes Pavba ground water basin. The basis is bounded on the east by impervious igneous and metamorphic rocks, on the northwest and southeast by older alluvium, and on the southwest by the Wildomar fault. The floor of the basin comprises alluvial gravel, sand, and clay deposited in Recent geologic time. The depth of this material, as estimated from the logs of wells, averages about 170 feet. Elevations range from 1,020 feet at Wildomar fault to 1,300 feet at the mouth of Nigger Canyon, The Recent alluvium is vinderlain by older alluviijm con- sisting of gravels, sands, and clays generally more consolidated than the Recent materials and consequently less permeable. The thickness of older alluvium increases in a southwesterly direction being 5IO feet at well 8S/2W-12H1 near the head of the basin and in excess of 2,1|71 feet at well 8S/2W-I7MI near the west end of Pauba Valley at which point it was not encountered during drilling of the well. These features are shown on geologic sections G-Q' and H-H« , Plate 16, Crystalline igneous and metamorphic rocks lie subjacent to the sedimentary formations in and adjacent to Pauba Basin, These rocks are massive where exposed in neighboring highland areas and are therefore presumed to constitute an impermeable basement where they underlie the basin. Ground water occurs in both the Recent and older alluvivmi. In the Recent deposits, it occiirs as free ground water; whereas in B-bl the older alluvivim It Is confined. The area of confined water is limited to the westerly two-thirda of the basin as indicated on Plates lOB and llBo In this area the older alluviiim consists of an upper confining bed comprising clay and sandy clay with small lenses of sand and gravel, which is underlain by a more permeable zone from which the confined water is obtained. At the present time there are five flowing wells in this area. These wells are 8s/2Vi-15Cl, IbAl, 16g1, I7GI, and I7MI . Well 8s/2W-l2Hl evldentally obtains water from the confined zone since it flows intermittentlyo Although there is a paucity of well logs in the easterly third of the be.sin, the data available suggest that the area serves as a forebay recharged by percola- tion from Temecula Creek and through which the pressva^e aquifers are supplied ^ The Wildomar fault, which forms the southwestern boundary of the basin, is a high angle normal faults Deep wells drilled on the northeast side of this fault yield flowing water j whereas on the southwest side no successful wells are in existence* This observation suggests that the fault forms a ground water barrier which prevents appreciable recharge of the deep sedinients situated on its downstream side. On the other hand the fault appears to have no appreciable effect on underflow through the shallower Recent alluvium^ Flow in Temecula Creek progressively increases with distance downstream, This increase in flow has been observed to continue for considerable distance dov/nstream from the fault indicating that underflow must be crossing the fault in the Recent alluvium and rising in the stream bed on the downstream side. Ground water moves in a southwesterly direction through B-62 Pauba Basin c Directions of flow in the shallow, free gro\jnd ■water zone and in the deeper zone of confined ground water are depicted by separate sets of ground water contours on Plates lOB and IIB . The older alluvium which flanks Pauba Basin on the northwest and southeast consists of interf inuring lenses of sediments , Some of these lenses are known to be moderately permeable since they supply deep windmill wells located in the hills on either side of the basin ^ In effect these lenses con- stitute conduits through which ground water may either escape from or enter the basin depending upon the direction of the ground water slope existing at any particular time. Because of the ir- regular shape of these lenses, their heterogeneous composition, and -unknown areal extent, the evaluation of the leakage through them becomes a complex problem. No evaluation was made of such flow in this investigation i, Fifteen active wells have been located within the basin o Nine of these are large irrigation wells, of which two are artesiarx. Pump tests showed that well 8s/2)lV-llJl|. yielded I5O25 gallons per minute and well 8S/2W-20C1 yielded 1,750 gallons per minute with a specific capacity of 70* The Pauba Valley artesian wells were reported by Waring'^" to have flowed at a rate of about 200 gallons per minute in 1915* One of the wells, 8S/2VJ-I5CI, flowed at the rate of 210 gallons per minute in January, 1951» Artesian well 8S/2W-I7MI, adjacent to the Pauba Basin boundary, produced a maximum stabilized dis- charge of 2,326 gallons per minute during pump tests of August 3 3-63 through 6, 1951- Prior to the pump test, the artesian flow stabilized at about 14.00 gallons per minute. Four days after the pump tests, the well flow stabilized at about 250 gallons per minute , Santa Margarit a Coastal Basin The San Margarita Coastal Basin underlies the irregular- ly-shaped flood plain of the Santa Margarita River in the coastal portion of the watershed. The basin surface covers an area of about 14., 200 acres, and in general slopes southwesterly, surface elevation ranging from about II4.O feet at the upper end to about 10 feet at the lower. The basin is bo\:inded on the north by hills of igneous rocks, which have residual soils developed upon them, on the east and west by sedij;ents of the La Jolla formation, and on the south by San Onofre breccia. The boundary rocks are largely non- water-bearing. The basin is constricted at two places, as shown by the delineation of the basin boundary on Plate IQA.. For con- venience in estimating storage capacity, the basin was considered as divided into three interconnected sub-basins, named Upper, Chappo , and Ysidora, respectively. A third constriction, known as Ysidora Narrows, is located at the downstream extremity of Ysidora Sub-basin and defines the downstream basin boundary. The stream bed again widens downstream from the narrows to form a broad alluvial flat, but this is not considered as part of the ground water basin since the saline character of the ground water contained therein prevents its use for domestic or ir- rigation purposes. B-64 The three sub-basins gre filled with alluvium varying in maximum depth from about llj.0 feet in Upper Sub-basin to about 200 feet in Ysidora Sub-basin. Materials underlying Upper and Chappo sub-basins cons is b of stringers and lenses of unconsolidated clay, silt, sand, gravel, and cobbles. Ysidora Sub-basin includes two llthologic units: a lower periieable member, and an overlying less permeable member. These features are illustrated on geologic cross section L-L' , Plate 17. The permeability of the sediiients which flank the basin on either side is variable, although general- ly much less than that of i:he alluvium. Surface outcrQps of these formations consist chiefly of fine sediments, largely marine sands, shale, and clay. Logs of water wells show that the formations sub- JEicent to the basin consist of similar materials. These formations do not appear to be completely impermeable, however, movement of ground water through them is undoubtedly quite slow. The following are results of available pump tests made on wells in the basin: Santa Margarita Coastal Basin Vy'ater vVell Yields Niomber Average of wells yield of wells Specific Sub-basin tested in gpm capa city Upper 2 200-550 3.8-7 1 1,980 220 Chappo k 600-000 19-50 2 1,600 97-121 1 1,300 51 Ysidora 7 1,300 100 Direction of movement of ground water is indicated by ground water contours on Plates 10 A andllA, B.-65 8. PROCEDURE FOR ESTIIAATING GROUKD WAl-ER STORAGE CAPACITY Estimates of storage capacity were derived for each of the designated ground water basins within the watershed. Results are set forth in Table B-J. The method of compiling these estimates is discussed briefly in the following paragraphs. In general, the procedure adopted followed that pre- scribed by the Division of Vk'ater Resources in its South Gosstal Basin Investigation5. Briefly, this method entailed estimating the volumes of various sedlaentary types such as sand, gravel, clay, etc., occiirring within appropriate depth intervals in each basin, multiplying each of these volumes by an appropriate weighted specific yield factor to obtain the volume of extractable water contained in each interval and finally summing the capacities of each interval to obtain the total storage capacity of the basin. Specific yield is defined herein as the volume of extractable ground water obtained fr,om a unit voliome of material expressed as a percentage of the volimae of the material. The logs of water wells provided the information upon which the storage capacity estimates were based » Clay, sand, and gravel and numerous gradations between these types were recognized on most logs. Some logs reported as many as 20 different types of material. In order to estimate the storage capacities of individual sedinientary types, it was first necessary to assign a specific yield value to each type appearing on the logs. The values assigned are those set forth in Table B-i; and were derived largely from laboratory determinations made at the time of the South Coastal Basin Investigation3 . B-66 Estimates of the storage capacities of ground water basins are necessarily approximate because of inherent difficul- ties in extending data from relatively few wells to apply to entire basins. The results, however, are believed to be useful and to reasonably represent the physical situation under the stated assumptions . B-67 TABLE B-ii ASSIGNED SPECIFIC YIELD VALUES Type Description of material Specific yield value assigned Clay Soil Clay-sand Silt Sand Tight Sand Gravel Tight Gravel Gravel Clay Carbonaceous -si It Decomposed granite Hill formation Loam Lake bed Sand and clay Muck Sea mud and packed sand Sllty clay Clay with lime rocks Sandy soil Fine sand Sandy-soil Silty-sand Unsorted angular sand Sand with trace of clay Sand and mud Gravel and sand Boulders Cobbles and sand Fill Cemented gravel Gravel with clay layers Dirty gravel Hard pan Adobe Cement Sandy clay Cemented sediment Coarse sand Quicksand Cemented sand Dirty sand Sandy clay with gravel Packed sand with rocks Conglomerate (partially cemented) Clay and boulders k 10 28 lb 22 15 APPENDIX C UNITED STATES DEPARTMENT OF AGRICULTURE Agricultural Research Service Soil and Water Conservation Research Branch Western Soil and Water Management Section CONSUMPTIVE USE OF WATER IN THE SANTA MARGARITA RIVER BASIN, CALIFORNIA (A report based on data collected under a cooperative agreement between the United States Department of Agriculture and the State Engineer of California, Division of Water Resources, Department of Public Works) Los Angeles, California December, 1954 (C-1) 'CAKi :-^M'i'h:N'i'y r o o • o o«eo oooco oc e e e c o A « e e o o c o ORGANIZATION . INTRODUCTION . DESCRIPTION OP THE AREA Soils . Land Use Climate Temperature and Precipitation EVAPORATION STUDIES ...... o. . New Evaporation Stations FIELD CONSUMPTIVE USE STUDIES Irrigated Crops Results Riparian Vegetation » o CALCULATED CONSUMPTIVE USE . Irrigated Crops .... Dry-Farmed Crops . . . e e • « • oo^^voo* eo • • eooaocs o e A e o c c « * e coo e o e o o « Beans e • • » * o e r 9 • Grain-hay Native Vegetation .■><,, Grass and brush . . Brush and trees <. ■ Riparian Vegetation LITERATURE CITED ...... e o • e o • • o e « o o o • • •00 • • • o DO* C-7 C-9 C-11 C-12 C-13 C-14 C-14 C-17 C-17 C-18 C-22 C-24 C-25 C-28 C-28 C-29 C-31 C-31 C-36 C-36 C-37 0-38 C-40 C-42 C-45 FOREIVORD This study ifl/as initiated at the request of the State Engineer of California and has been conducted under a cooperative agreement between the Soil Conservation Service, United States Department of Agriculture ^ and the Division of Water Resources, Department of Public Works > State of California. On August 1, 1952j a joint working plan was completed by members of the staffs of the Division of Irrigation Engineering and Water Conservation of the Soil Conservation Service and of the State Engineer of Californla<, The objectives set forth in the plan were as follov^s: (1) To determine the consumptive use of water by agricultural cropSj native vegetation and other water- consuming areas and (2) To obtain information on farm irrigation use. The results of the cooperative studies made under this agreement during the years 1952 and 1953 were presented in a provisional report entitled "Irrigation and Consumptive Use of Water Investigations in the Santa Margarita River Basing River- side and San Diego Countiesj California" by William W. Donnan and Go Marvin LitZo After reviewing this report, the State Engineer re- quested that it be condensed^ The following report entitled "Consumptive Use of Water in the Santa Margarita River Basin, California" by Harry Fc Blaney and Gilbert L. Corey, is a re- vision of the previous provisional report,, Harry F. Blaney State Research Supervisor (C-3) LIST OF TABLES Table No o Page C-1 Long-term mean monthly temperature and precipita- tion records at Escondldo Church Ranch;, Elslnore, and Warner Springs Weather Bureau Stations . . . o C-16 C-2 Mean monthly temperatures at Evaporation Stations in Santa Margarita River Basin^ California o <, . o C-19 C-3 Monthly precipitation at Evaporation Stations in Santa Margarita River Basin^ California o o c o ■> C-20 C=4 Monthly evaporation from Weather Bureau pans in Santa Margarita River Basin., California . » „ c » C-21 C-5 Summary of consumptive use rates and coefficients (K) as measured on the field plots , , o » . . » » C-26 C-6 Long-term mean unit values of consumptive use of water by irrigated crops in the Coastal areas of the Santa M3.rgarita watersheds California o . o C-32 C-7 Long-term mean unit values of consumptive use of water by irrigated crops in the Murrieta and Temecula areas of the Santa Margarita watershed, OS.i.llOr'niB.o " •= " o " o oo O o o o e O o o o O O o^oo C«8 Long- terra mean unit values of consumptive use of water by Irrigated crops in the Anza area of the Santa Margarita watershed^ California , , „ . o » C-34 C-9 Long-term mean annual rainfall and rates of con- sumptive use by brush and trees, Santa Margarita River Basinj California c » » » » o „ „ , o » » C-39 C-10 Measured and estimated monthly rates of con- sumptive use of water by riparian vegetation in Southern California » » o „ „ . » <= o „ „ o . » » C-41 APPENDIX Appendix table No o C-11 Measured and estimated rates of consumptive use of water by avocados in the Fallbrook area, California, for the period April 1 to October 31, -Li?wO« C f-C O 9 O Ooo n OOP OOO 0*"^f C-12 Measured and estimated rates of consumptive use of water by alfalfa in Murrieta area, California, for the period April 1 to October 31, 1953 = » o - C-48 (C~4) APPENDIX ( continued) Appendix table No. Page C-13 Measured and estimated rates of consumptive use of water by irrigated pasture in the Murrieta area; California; for the period April 1 to October 31, 1953 ^ . c .... o ..»....« . C-49 C-14 Estimated rates of consumptive use of water by lettuce in Murrieta areaj, California; for the period March 30 to May 26, 1953 , < c , •. C-50 C-15 Estimated rates of consumptive use of water by melons in Miirrieta area; California; for the period May 26 to September 22, 1953 c « . . . , . o C-51 C-16 Measured rates of consumptive use of water by carrots in Temecula area; California, for the period April 1 to September 30, 1953 , , o » . . » C-52 C-17 Measured and estimated rates of consumptive use of water by alfalfa in Temecula area; California, for the period April 1 to September 30; 1953 o <> . C-53 C-18 Measured and estimated rates of consumptive use of water by alfalfa in Aguanga area^, California, for the period April 1 to October 31; 1953 , o « » C-54 C-19 Measured and estimated rates of consumptive use of water by Irrigated pasture in the Anza area, California, for the period April 1 to October 31, 1953 . » <. » c c . o . = . . o o . o . C-55 C-20 Measured and estimated rates of consumptive use of water by alfalfa grown for seed in Anza area; California; for the period April 1 to June 30; 1953 .,.,=» c C-55 (C.5) AC KNO'JinijEDGMENTS Much of the field work connected with this investigation was carried on by the Santa Margarita staff of the California State Division of Water Resourcess consisting of Leland Illingworth, Keith Tranbarger, James Jackson, Paul Erb, and Joseph Leitzinger« Acknowledgment is made of the valuable assistance rendered by Vo So Aronovicij Soil Scientist of the Agricultural Research Service, United States Department of Agriculture, on the soils and laboratory phases of the investigation^. Aerial photographs and other data furnished by Earl Shade, Work Unit Conservationist of the Soil Conservation Service, is hereby acknowledged,, Evaporation and other climatological data furnished by the Ground Water Resources office of the Camp Pendleton Marine Base and the Metropolitan Water District of Southern California are hereby acknowledged. (C-6) ORGANIZATION STATE OF CALIFORNIA DEPARTlViENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES A. D. Edmonston . State Engineer - Sacramento K. 0. Banks , Assistant State Engineer - Sacramento Max Bookman ....... c Principal Hydraulic Engineer - Los Angeles Leland Illingworth .... Senior iiydraulic Engineer - Los Hngeles Keith Tranbarger . . . . « Assistant Civil Engineer - Murrieta (Resigned r'ebruary, 1955) James Jackson . iissistant Hydraulic Engineer - Los Angeles Paul C. Erb Assistant Civil Engineer - Los Angeles Joseph Leitainger ..... Junior Civil Engineer - Murrieta (Resigned February, lu55) John Roth . Assistant Engineering Geologist - Murrieta UNITED STATES DEPARTMENT OF AGRICULTURE Agricultural Research Service Soil and Water Conservation Research Branch Western Soil and Water Management Section Robert M. Salter. Omer J. Kelley. . Chester E. Evans Chief, Soil and Water Conservation Research Branch Head, Western Soil and Water Management Section Acting Head, Section Western Soil and Water Management Irrigation and Drainage Staff William W. Donnan Howard R. Raise . Harry F. Blaney . Gilbert L. Corey G. Marvin Litz Technical Staff Specialist Teciinical Staff Specialist State Research Supervisor - Los Angeles Associate Irrigation Engineer - Los Angeles Associate Irrigation Engineer - Los Angeles (Resigned April, 1954) (C-7) C-9 CONSUMPTIVE USE OF WATER IN THE SANTA MRGARITa RIVER BASIN, GALIFORNIAi/ INTRODUCTION This report is a contribution to an investigation initiated by the State Engineer of the Division of Water Resources, Department of Public Works^ involving an inventory of the water supply of the Santa Margarita River watershed in Riverside and San Diego Counties, California, Because of experience accumulated by the Division of Irrigation Engineering and Water Conservation of the Soil Conserva- tion Service^, United States Department of Agriculture, along similar lines in other regions (1, 2)^ t its entry into the in- vestigation was brought about under provisions of a formal agreement of long standing between the two agencies. Under this agreement, the Division of Irrigation Engineering and Water Conservation undertook to determine rates of consumptive use of water by agri- cultural crops and native vegetation and other factors needed to determine ultimate water requirements and safe yield of the basino A revision of provisional report entitled, "Irrigation and Con- sumptive Use of Water Investigations in the Santa Margarita River Basin, Riverside and San Diego Counties, California", (April, 1954) by William .V. Donnan, Drainage Engineer, and G, Marvin Litz, Associate Irrigation Engineer; prepared by Harry F. Blaney and Gilbert L, Corey, Irrigation Engineers; Western Soil and Water Management Section, Soil and Water Conservation Research Branch, Agricultural Research Service, UoS. Department of Agriculture, Los Angeles, California, December, 1954o 2/ ^'^ On January 1, 1954, the activities of this division were trans- ferred to western Soil and i/Vater Management Section,, Soil and vVater Conservation Research Branch, Agricultural Research Ser- vice, Uo So Department of Agriculture « -^Numbers underscored in parentheses refer to LITERATURE CITED at end of report. C-10 Prior to the present investigations informal cooperation on the installation and operation of evaporation stations had been started at the request of the Marine Corps of the United States Navy, Camp Pendleton Marine Base: Equipment was loaned and assistance rendered in establishing two evaporation stations in the basin. These stations were located at O'Neill Lake on the Camp Pendleton Marine Base, and Vail Reservoir on the Pauba Ranchc In the fall of 1952,- a reconnaissance field tr-ip was made I I of the Upper Santa Margarita River watershed for the purpose of locating sites for three additional evaporation stations in coopera- tion with the Los Angeles office of the State Engineer Sites were selected and stations were established at Anza; Murrietaj and Oakgrove Valley, ' Observations at these three stations on evaporation, pre- I cipitationy temperature, and wind movement were begun in February, I 1953, These data^ together with data collected from stations at Vail Reservoir and O'Neill Lake, have been used in this report in connection with determining evapo-transpiration rates and coefficients for the consumptive-use formula^ In March, 1953, a program of soil moisture sampling was started on a series of representative plots in the irrigated area of the basin, A soil moisture field laboratory was established in Murrieta and equipment to carry on the field work was assembled. The purpose of this program was to make field measurements of con- sumptive use of water by various irrigated crops in the basin: At the sairie time, a 1: 3-mile section of Temecula Creek was chosen as the site for a study of consumptive use of water by riparian native vegetation during the summer months > C-11 Most of the field observation connected with these studies were made by engineers of the staff of the State Division of Water Resources at Murrletao Some of the laboratory analyses of soils, such as volume weights, were made In the Division of Irrigation Engineering and Water Conservation laboratory at Pomona, California. At various times throughout the summer Irrigation season, checks and analyses were made of Irrigation practices^ duty of water, and efficiency of Irrigation on various plots. In November, 1953, the soil moisture sampling of the Irrigated plots was completed. This report presents an analysis of the above data, together with estimates of the unit values of evaporation and consumptive use of water in the various sub-basins. DESCRIPTION OF THE AREA The Santa Margarita River Basin is located in Riverside and San Diego Counties. Figure li/is a map of the watershed. This •i' Figure 1 not reproduced; see Plates 21A and B, Diversion Systems and Irrigated and Irrigable Lands, bound in Santa Margarita River Investigation, Volume I, for location of climatological stations, and consumptive use study plots. Sub-basins are located on plates in accordance with the following tabulation: Subdivisions of Santa Margarita River Watershed Appendix C Area Designation on Plates 2lA and B Area Hydrographic unit Upper Sub-basin (Anza) Inland Portions of Kos, 2 and 3 above elevation 5,000 feet Intermediate Sub-basin Inland Nos„ 1 and 4 and portions of (Murrleta-Temecula) Nos. 2 and 3 below elevation 3,000 feet.. Lower Sub-basin Coastal Nos. 5 and 6. Note; Areas in Hydrographic Units Nos. 2 and 3 having elevations above 3,000 feet are roughly those in Range 2 East and easterly and all those within San Diego County^, except portions of Oak- grove Valley and areas downstream therefrom, along Temecula Creek. C 12 watershed covers an area of about 740 square miles and la divided into upper, intermediate and lower sub- basins by topographic and climatic features. The upper 3ubDa5;in is considered to be that portion of the watershed inland from the coastal mountains which is SfOOO feet above sea level or higher. Temecula Creek, Coahuila Creek, and Wilson CreeK have their origin in the Palomarj Warner, and Coahuila Mountains, and drain the upper sub^basln. a region of high mountain valleys separated by rocky granitic ridges and low hills-. The intermediate sub-basin comprises the remainder of the inland area. It is drained by lower Temecula Creek and Murrleta Creek and its tributaries;, Warm Springs aiid Santa Certrudis Creeks, which drain the Murrleta Valley and adjacent extensive area of low hills. The intermediate sub-basin ranges in elevation from about 1;,000 to 3,300 feet above sea level. The Santa Margarita River proper is formed at the junction of Temecula and Murrleta CreekSo The river enters Temecula Canyon and I'lows down a precipitous gorge to the long narrow valley of tiie lower sub- basin » Much of the lower sub-basin,, or ccasT.al area, is in the Camp Pendleton Marine Base. The Santa Margarita River flows into the Pacific Ocean about five miles north of the City of Oceanside, Califomiao The basin contains portions of the Elsinore Murrieta-Anzaj, Upper San Luis Rey, and San Jacinto Soil Conservar,ion Districts, Soi_lj5 The soils of this watershed are predominantly derived from acid igneous granodi orltes Variations in physiography and relief have produced a wide range in .soil profile char.acteri sties . Soils of this watershed hava been mapped by tbe United States C.-13 Department of Agriculture, Bureau of Soils (8,11)., At the present time, parts of this watershed £.re being surveyed in detail by the Soil Conservation Service. From a soils standpoint^ the area may also be divided roughly into three regions i Firstj the coastal region consisting of coastal terrace soils of relatively poor quality, having moderately to strongly developed clay subsoil: Where the river and tributary streams have cut down into the terracesj, recent alluvial soils of the Hanford series are found,: Some sandy soils formed on old shore Unes are found directly east from the coast line. Second, the residual soils found on the rolling-to- mountainous lands. Here the productive Vista and Fallbrook series are formed directly on deeply weathered granodiorites. These soils are intensively cultivated on the gentler slopes, and where water is available » Third, the interior valleys and plains. This zone is quite variable^ In the vicinity of Temecula, very old terrace soils having moderately to strongly developed clay suosoils and hardpan^ including the Ramona^. Placentia, and Monserate serieSo There are minor areas of so-called badlands in the Vail Laxe region. In the vicinity of Anza, a soil classified as Calvista is now being mapped. This soil is similar to the Vista series, but reflects the lower rainfall of the interior valleys : Land Use The present land use of the Santa Margarita River C-14 Basin is typical of the coastal and inland valleys of the Southern California region. A major portion of the lower sub-basin is occupied by the Camp Pendleton Marine Base, Some of these lands are leased to private operators for truck and citrus production. The area around Pallbrook contains extensive acreages devoted to avocado and subtropical fruits. In the Intermediate subbasin a large portion of Temecula Creek Valley is occupied by the Pauba Ranch of the Vail Estate and most of the irrigated area is devoted to alfalfa and forage crops c Murrieta Creek watershed contains the largest area of small irrigated ranches devoted primarily to alfalfa, irrigated pasture p truck and deciduous fruits o The balance of the basin.o aggregating nearly two-fifths of the water- shed area, consists of brush and woodland range j dry-farmed grain, and in the valley bottom lands small fertile areas of irrigated crops ; mostly alfalfa, irrigated pasture, and some seed crops = The State Division of Water Resources is completing a land use survey of the Santa Margarita River watershed for inclusion in its overall report of the basin. Climate The climate of the Santa Margarita Watershed is character- ized by warm, dry summers and coolp rainy winters c The area immediately adjacent to the ocean is visited by heavy summer fogs which contribute to the humidity and aid in the production of some crops. Temperat ure and Pr ecipitation The upper basin averages two to five degrees warmer than the lower basin during the summer months and five to ten degrees C-15 cooler during the winter months. The prevailing wind is from the westo However, occasionallyj, hot, dry winds sweep in from the eastern desert areas and affect the temperatures of the upper and intermediate areas o Most of the rainfall comes during December , January, February, and Marcho The total precipitation gradually increases with increased elevation to the easto Along the coast, the average annual precipitation is about 12 inches, at Pallbrook, elevation 750 feet, the average is about 17 inchesj while in the upper sub-basin mountain area the annual average aggregates 25 to 30 Inches In most of the interior valleys the rainfall averages from 14 to 16 inches on the valley floor., Long-term temperature and precipitation records are available from the published data of the United States Weather Bureau for the following observation stations? Escondido Church Ranch; Elevation 715 feet., frost- free period March 9 to November 25, with a 36-year record re- presenting the approximate long-term mean temperature of the lower sub-basin and coastal areas, Elsinores Elevation l^SOO feet; frost-free period March 12 to November 20, with a 54-year record representing the approximate long-term mean temperature of the Murrieta Valley, Temecula Valley, and Pauba Valley areas of the inter- mediate sub-basin, Warner Springs Ranch: Elevation 3,180 feetj- frost- free period April 29 to October 29. with a 47-year record re- presenting the approximate long-term mean temperature of the higher elevation and mountain areas of t-he upper sub=basin» A s;immary of these records appears in Table C-l, C-=16 Table C-1 Long-terra mean monthly temperature and pre- cipitation records at Escondido Church Ranch, Elslnorep and Warner Springs Weather Bureau StationSo ; Escondido ^ / ? ; Church Ranch-s/ ; Elsinore^ : Warner Mean Springs-/ Month s Mean i Mean : Mean : Mean : ; Mean : tem- ; precipi- s t em- precipi- ; tem- ; precipi- ; peratures tation s perature: tation J perature ; tation Op Inches Op Inches Op Inches January 51o0 3o43 50,2 2,71 46,5 3.20 February 52.6 3o54 52,5 2,88 47,8 3,^3 March 55 , 2 2o77 55 o 6 2,42 50 „ 4 2c 62 April 58o3 o80 60,0 oBO 53,9 lo30 May 62o6 o60 65,3 o31 58,6 ,52 June 67,2 ' ,09 71,8 „03 65,9 ,07 July 71o9 ,03 ^78, 5 ,06 73,9 ,52 August 72 o 2 ,13 78,2 ol5 73,4 ,95 September 69.0 ,16 73,6 „27 68,6 ,43 October 63,1 ,79 65,7 o64 60o9 ,86 November 57,3 lol5 57,7 o83 53,8 1,08 December 52c2 2,83 51,8 2,45 48,1 3,26 Annual 61 oO 16„32 63,4 13,55 58,5 18,24 1^/ Means based onaSG-year record, 2,/ Means based on a 55-year record, 3/ Means based on a46-year record. C-17 EVAPORATION STUDIES The only reliable long-term evaporation records for adjacent areas, continuous up to the present date, are those for San Jacinto and Chula Vista. Additional fragmentary records covering shorter periods are available for Lake Elslnore and Lake Henshawo New Evaporation Stations In order to provide additional meteorological data for the Santa Margarita River Baslnj, a number of additional observation stations have been established In the area. In 1952, equipment was loaned and assistance rendere'd to the Marine Corps, Uo So Navy, to establish evaporation stations at O'Neill Lake at Camp Pendleton and the Vail Reservoir on the Pauba Ranch. A standard Weather Bureau Class A evaporation station was established at each site^ Observations were made by personnel at the Marine Base, In the winter of 1952-53s sites were chosen for three more evaporation stations in the intermediate aind upper sub-basins <, The location of these three stations were as follows; 1, Anza Station, located in the crossroads settlement of Anza to represent evaporation and climatic conditions in the high mountain valley areas of the watershed, 2, Oakgrove Station, located at the Oakgrove Forest Fire Guard Station, to represent the evaporation and climatic conditions in the mountain watershed areas. 3o Murrleta Station, located on the southeast edge of Murrleta to represent the evaporation and climatic conditions In C-18 the major irrigated region of the Watershed area. The meteorological obMervatlons at all these stations are summarized in Tables C-2, C-3, and C-4o FIELD CONSUMPTIVE USE STUDIES Various methods have been used to determine the amount of water consumed by agricultural crops and native vegetation in a specific basin or watershed. Actual measurements can be made using field plots in the area being investigated, or measurements made in other areas can be transferred to a given area by a method developed by Blaney and Griddle (5) o For this investigation, it was felt advisable to make plot studies on some of the most predominant irrigated crop types and to augment these actual measurements by translocation of measured data from adjacent areas. C-19 r-^ rH « <* ■tH jL, in 1-1 Oi to t> to CM (J> c~ r-{ in in un in in to to £> CD CO to CD in a ■P r-t ~ C CO o ai U ■"■ 0) © r-i r-i CO ■<1< CM r-\ 05 ■^ •<*< ^q ■P r^ in (O to CO t> C- f> to to in o„ 0* •© 0(< (D -^ fn lO CV) CO OJ '4' t> O) CM "^ in 00 to ;:! 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C-23 Soil'"T pT otl/ ~ depUi ; " 1 : kj : 5 ; b ;_ 6 : 3 : 9 i._10 ^:_11 l_1^ 1_13_._ Fee t 0-1 1.6J 1.40 1 :7J 1 50 l.bb 1.65 1.55 1 55 1.50 1 65 1.55 1-:.^ 1.55 1.40 1.45 I 40 1,65 1.35 1 50 1 60 1 20 1 75 1.45 2-3 1.. 55 1.40 1.45 1 5'^ 1 ^^^ 1 ^'^ 1 - ^-^ 1 40 1.20 1 75 1.50 3-4 1.55 1,-40 1 45 1 55 1.65 1 35 1 45 1 20 1 20 1 75 1 55 4-5 1.55 1 40 — -- 1.65 -- 1,40 1.20 1.20 1 75 1.35 5-6 1.55 1,40 -- -- 1 65 -- 1.40 1 20 1.20 1^75 1 35 i/ Flots 4 and 7 wci'c aoandoned. The periodic soil sampling for moisture depletion on the plots was accomplished by means of a modified Veihmeyer soil tube. Each plot was sampled to a depth of six feet in replicate. The replication was determined by the crop type and method of irrigation On some plots, only four sampling holes were used wi'iils on other ploL. and length of growing season (3) o Irrigated Crops In order to secure optimum, long-term, mean values of consumptive use on the various land use classification, empirical techniques were utilized. These techniques have been used in similar cooperative investigations (7^9 ) o On those crop types where plot studies were carried out, a comparison was made between the measured consumptive use for the 1953 season and consumptive use in other areas and the data modified to reflect long-range climatic conditions,, On those crop types not studied by means of plots, consumptive use data were derived from investigations in other areas and translocated to the Santa Margarita Basin-. This transfer was accomplished by comparing climatological data in the area under study^ This widely used technique was first developed by Blaney and Morin(4) and later perfected by Blaney and Griddle (3). The Blaney-Criddle method employed the following relationships; Where U = Consumptive use for period in inches K = Empirical coefficient (growing period or irrigation season) t = Mean monthly temperature in degrees Fahrenheit p - Monthly per cent of daytime hours of the year f s t X p - Monthly consximptive use factor 100 F = Sum of monthly consumptive use factors for the period C-30 Thus when computing coefficient (K) for a crop at the loca- U tion of measured consumptive use, the formula is as follows; K = F; and to establish consumptive use values for a new area, the formula iss U z KF 5 Consumptive use,. Inches. In order to reflect differences in temperature, rainfall, and frost-free period or growing season for the three hydrographic units of the Santa Margarita Basin^^ the three representative long- term records were used as follows; Escondido Church Ranch observa- tions to reflect long-term climatic conditions in the lower sub-basin; Elslnore observations to reflect the long-term climatic conditions of the intermediate sub-basin (Murrleta-Temecula area); and Warner Springs observations to reflect the long-term climatic conditions of the upper sub-basin (Anza area)c The (K) values chosen for calculating the consiamptive use were taken from values found in the field study (Table C-5) where possible c For crops not studied in the field trials (K) values were taken from values found in other areas (3) o Since the values found in the field plots apply only to the particular year and location of study, it was necessary to modify the values somewhat in order to apply to large areas and long-term means, As an example,, the coefficient (K) for alfalfa as found at Temecula and Aguanga was approximately 0.85. However, observations on consumptive use of alfalfa in coastal regions where summer fogs prevail indicate that this value should be lowered: Therefore^ a coefficient (K) of 0c75 was used for the lower sub-basin. In the upper sub-basin while the actual growing season is approximately seven months, April through October, the frost-free period ranges from April 29 to October 29 (29-year record at Warner Springs)- Thus the coefficient (K) of 0,85 was C~31 modified to the value 0=80 for the upper sub-basin (Anza area). In the intermediate sub-basin (Murrie ta-Temecula area), the observed (K) of 0,85 was used. Tables C-6j C-7, and C-8 summarize the calculations of consumptive use on irrigated crops in the Santa Margarita water- shed. Dry-Farmed Crops Consumptive use of water by dry-farmed crops is contr-olled by the climatic conditions and the water storage capacity in the root zone of the soilc A wetj rainy winter and spring season will provide ample moisture conditions and reflect a high con- sumptive use by vegetation. On the other hand, a dry winter and spring will reflect a low consumptive use.= Since seasonal rainfall has such a marked influence on the consumptive use, it is difficult to carry on soil moisture plot studies for only one season which would represent long- range conditions o Therefore, the average unit values of con- sumptive use for the nonirrigated land use classes have been derived by translocation of reliable measurements made elsewhere. The dry-farmed crops of the Santa Margarita Basin are beans and grain-hay. Beans The production of dry-farmed beans in the Santa Margarita watershed is dependent upon moisture stored in the root zone for growth and maturity. Since beans are susceptible to frost and require warm temperatures to attain optimum growth, they are C-32 Table 0=6 Long-term mean unit values of consumptive uae of water by irrigated orope in the Coastal areai/ of the Santa Margarita watershed, California Crop : Consumptive use sCoeffi-s Period :olent : Factor : Unit value Basis for making estimates Alfalfa Inches Feet Apr. -Oct. 0c75 '♦Z.ZO 31-65 NoVo -MblTc 80 50 U = KF 1/ Hydrographio unit NoSo 5 *'>'' 6e. itoas 3«3'* Irrigated pasture Apr. NoVo -Oct, -More .75 42i20 31.65 8.50 40.15 3 c 34 Citrus Apr. Nov. -Oct. -Maro o45 42.20 18=99 80OO 26.99 2.25 Truck May Sept. -Augo -Apr, = 60 26.33 15.80 8.75 24.55 2 04 Avocados Apr, Nov. -Oct= -Mar. .50 42o20 2I0IO 8.00 29=10 2.42 Beans May Sept, -Aug, -Apr-. .60 26 c 33 15=80 8,75 24.55 2.-04 Grain Mar, June •Ms.y -Feb. 70 15-79 11.05 6.70 1775 1.48 Coefficient (K) from Santa Margarita plots. Winter period estimate beised on evaporation from mecui rainfall plus transpiration Coefficient (K) from Santa Margarita plots r Winter period estimate based on evaporation from mean rainfall plus transpiration Coefficient (K) from 1940 San Fernando plots. Winter period estimate based on evaporation from mean rainfall Coefficient (K) from Santa Margarita plots. Winter period estimate based on evaporation from mean rainfall Coefficient (k) from Santa Margarita plots. Winter period estimate based on evaporation rrom mean rainfall Coefficient (K) from I93O Davis plots. Winter period estimate based on evaporation from mean rainfall Coefficient (K) from SCS.TP-96 modified by observational studies. Winter period estimate based on evaporation from mean rainfall C-33 Table C-7 Long-term mean unit values of consumptive use of water by Irrigated crops in the Murrieta and Temecula areaal' of the Santa Margarita uatsrshed, California Crop Consumptive use Period rCoeffl-; :olent Factor : Unit value (p) ■ m Beisls for making estimates Alfalfa Irrigated pasture Citrus Avocados Truck Beans Deolduous Grain Apr. -Oct. Nov. -Mar. Apr. -Oct. Nov. -Mar. Apr. -Oct. Nov., -Mar. Apr. -Oct. Nov. -Mar. May -Aug,. Sept. -Apr. May -Aug. Sept. -Apr. Apr. -Oct. Nov, -Mar. Mar. -May Jime -Feb Inches Feet 0,85 44.96 38.22 3.50 46.72 3.89 .85 44.96 38.22 46.72 3-^89 .45 44.96 20.23 8.00 28.23 2.35 .50 44,96 22,48 8.00 30,43 2; 54 .60 28.35 17-01 8.54 25-55 2.13 .60 28.35 17.01 8.54 25.55 2.13 .65 44.96 29,22 6.83 36,05 3.00 .70 16=26 11.38 6.48 17o86 lo49 Coefficient (K) from Santa Margarita plots. Winter period estlo^te based 0.1 evaporation from mean rainfall plus transpiration Coefficient (K) from Santa Margarita, plots. Winter period estimate based on evaporation from mean rainfall plus transpiration Coefficient (K) from 194o San Fernendo plots. Winter period estimate based on evaporation from mean rainfall Coefficient (K) from Santa Margarita plots. Winter period estimate based on evaporation from mean rainfall Coeffloient (K) from Santa Margarita plots. Winter period estimate based on evaporation from mean rainfall Coefficient (K) from 193O Devls plots. Winter period estimate based on evaporation from mean rainfall Coeffioietrt (K) from SCS-TP 96 Modified by Hemet and Beaumont studies^ Winter period estimate based on evaporation from mean rainfall Coeffloient (K) from SCS-TP 96 Winter period estinate basad on evaporation from mean rainfall U = KF 2/ Hydrographlc Unit NoSc 1 and 4, and area below elevation 3jOOO feet in Hydrographlc Unit Noso 2 and 3< c-^h Table G"8 IiOfn^-term uiean unit values of consumptive use of water by Irrigated crops In the Anza areai/of the Santa Margarita watershed; California Oonsuaptlve use* Crop Period Coeffi-; olent : Factor (K) • (P) Unit value Basis for making estimates Alfalfa Tr-aok Grain Alfalfa seed Apr. -Oot. Nov, -Mar. Irrigated Apr, -Oct. pasture Nov, -Mar. May -Auge Sept.-Apr« Apr. -June July -Mar. ApTo -Oct. NoVi -Mar., Deciduous May -Oct. NoVi -Apr; 0.80 1*1.1^3 »80 1+1. 1+3 .60 .70 26,16 16-77 .60 1+1,1+3 .65 36.70 Inches Feet 33.1*+ 8.00 41.14 3.43 33.14 8.00 41.14 3,43 15'70 24.99 2-08 11.74 ?-76 21.50 1.79 24:86 7.00 31 66 2,66 23.85 8.00 31 85 2 65 Coefficient (K) from Santa Margarita plots. Wlntelr period estloate based on evaporation froir mean rainfall plut transpiration Coeffioii»nt (K) fren Santa Margarita plots. Winter period estiinate based on evaporation frora mean rainfall plus transpiration Ceeffioient (K) from I930 Davis plots. Winter period estimate based on evaporation from mean rainfall Coefficient (K) from SCS-TP-96= Winter period estimate based on evaporation from mean rainfall Coefficient (K) from Santa Margarita plots and Tehaohapi observations. Winter period estimate based on evaporation from mean rainfall Cooffioieitjt (K) from SCS-TP-96 and Hemot and Beaumont studies. Winter period estimate based on evaporation from mean rainfall U ■= KP i/ Areas above elevs.tion 3jOOO fe»t in Hydrographlo Unit Nos, 2 ana 3« C-35 usually planted late in April and are harvested in August. The rainfall during this period provides only a small amount of soil moisture o Most of the moisture used by the plants has been stored in the root zone from winter precipitation Summer fogs are a great aid to the production of beans since they inhibit transpiration and are thought to provide some plant moisture. Beans are usually planted on the heavier soils having a high moisture storage capacity. Since the moisture use by dry-farmed beans is controlled primarily by the water-holding capacity of the soils, the estimates of consumptive use have been based on that factor,. It has been estimated that on those soils where dry-farmed beans can be grown profitably, the available moisture in the root zone would be about six inches : This estimate has been substantiated by fall moisture deficiency observations on dry-farmed bean fields (5) Added to this would be a growing season average annual precipita- tion (May through August) of one inch, for a total growing season consumptive use of seven inches. In additionj there would be a nongrowing season evaporation and/or growth of winter period weed or cover crops of about eight inches (depending on the rainfall) making a total annual consumptive use of 15 inches. In the immediate vicinity of the Pacific Ocean^ the average annual rainfall does not aggregate 15 Inches, yet dry- farmed beans thrive because of heavy summer fogs. Also over a period of years, there would be many years when the annual rainfall would be less than the estimated unit annual consumptive use of 15 inches Therefore, it was felt advisable to adjust the consumptive use estimate to the following amount: 15 inches C-36 or 95 per cent of the rainfall^ whichever is lesSc This would take care of the low rainfall coastal areas and would also provide an estimate to use on any given low rainfall year. Grain-hay The grain-hay produced on nonirrigated rolling hill areas of the watershed is usually planted late in the fall. This crop germinates when sufficient rain has fallen but does not attain full growth until the frost-free period beginsc Plot studies on annual grass and weed areas in the Santa Ana River Basin (2) and other studies made by the Division of Irrigation Engineering and Water Con- servation indicate that the coefficient (K) of consiimptive use for grain-hay is 0o50 for the growing season, January through May. When this coefficient is applied to the long period climatic conditions for the various sub-basins of the Santa Margarita watershed, it is found that the consumptive use by grain-hay will vary between 10-2 and 11-2 inches for the growing period. Added to this would be evap- oration from rainfall during the summer and early fall months, or an aggregate total of 14 00 inches of annual consumptive use, A study of the long-term mean isohyetal of rainfall on the Santa Margarita watershed reveals that the precipitation ranges from about 13 to 16 inches in most of the grain-hay producing areas- Consumptive use on dry-farmed grain-hay would vary for each Individual year depending on the rainfall. It is assumed, therefore, that the unit value of consumptive use would be 14 inches or 95 per cent ol' the rainfall, whichever is less. Native Vegetation Consximptive use by native vegetation is controlled by C-37 climatic conditions and the water-storage capacity of the root zone in the soilo In addition to these factors, there are certain areas where excessive amounts of soil moisture are avail- able at all times - along creek channels, around ponds and marshes, and in seep areas. At these locations, riparian or water-loving plants thrive and the evapo- transpiration of water is relatively high. The three types of native vegetation are? grass and brush, brush smd trees, and riparian vegetation. Grass and Brush This type of vegetation consists mostly of annual grasses, weeds, and brush. While the growing period and dormant period compare favorably with that of dry-farmed grain- hay, the presence of deep-rooted, perennial brush and weeds indicates that a slightly higher consumptive use may be apparent This factor was revealed in plot studies described in the Santa Ana River investigations (2), and in observations on fall deficiency of grain-hay and grass-brush plots {6)0 The coefficient (K) for brush and weeds was found to be about 0o58 which when applied to the long-term mean growing season con- sxomptlve use factor for the watershed indicates a consumptive tise of 11 to 12 incheso By adding evaporation from rainfall during the nongrowing season, it is found that the mean annual cons\xmptive use of native pasture (grass and brush) aggregates about 16 inches. Here again, the long-term mean rainfall for some areas in the watershed, or rainfall for any one year, may exceed or be less than 16 inches. Thus, it is recommended that the mean annual consumptive use of native pasture C-38 (grass and brush) be taken as 16 inches or 95 per cent of the rainfall, whichever Is less. Brush and Trees The areas in the Santa Margarita watershed where brush and trees occur are confined primarily to the north and northeast exposures of the higher elevation mountain areas < These areas receive an average annual rainfall of at least 18 inchesj and on the higher elevations up to 25 and 30 inches (Mount Palomar) o It has been found by Troxell (12^) that mean seasonal water losses (consumptive use) for various watersheds in western Riverside County varies with altitude and with the absorptive and retentive characteristics of the watersheds being investigated. Using data developed by Troxell, a calculation has been made of the estimated average annual consumptive use of water by brush and trees in the various higher elevation areas of the Santa Margarita Basin., Table C-9 is a summary of these calculations. The rates of consumptive use shown in Table G-9 for the higher elevations, especially Palomar Mountain slopes and the Western Coastal Ridge slopes of the lower basin., are somewhat higher than estimates made for other areas in the south coastal regiono It should be noted;, however, that these areas are highly absorptive and retentive^ creating an excellent reservoir for soil moisture storage « Also,, these areas receive measurable amounts of summer precipitation, The 10-year record at Palomar Observatory (1943-1953) reveals an Aprl l- to October rainTall of 3,87 inches. C-39 rHI •H CO +J •H s ^ U p O CO 5h C •H o r-< o as o <;h o W| C Cd •H (D m -P a cd m fn fn T3 © a > cC •H K i-( iH OS aJ -p ^ •H a f^ •H CO ct5 bO Eh fn cd r-{ s as :3 cd CJ -P G C as cd CO a as •N ^ S X> •H -P (D CO ca W 3 Oi 1 o © r-( x> cd EH > •H P G Dh •S +J CO G C ^ m o O 0) o S P. o • « o U r-* as CO ^ o iH r-\ ■H Cd cd Ok (D •H Cd h ■P o o a fn B CO Cd id ;3 m <-{ en as 3 G CO o o •H as -P •H -P r-i •< 1 m o G CO -G o G CO o G to O G M m o G CO o G CO O to to o C\i o o o o o X » . • » o ^ o l> Oi d J-, r-1 w w w to Eh OJ CO to lO o CO o o r-l o CD o o cu o cu lO CV! O C\3 O 00 O CO OJ o o o o o o n o o o o o o o o o o o CVl to •* lO CD O >^ X! Vi +^ G 13 O • O m a, cd ID S •H CO rH |1h Cd p > •H >5 K x: o G GO Jh •H -p G CO o & Td i 'qO r-H O rH rH Cd O ^ Cd K Ph ~ t:) G o -P Cd T3 e •rH CO -P cd CO PQ W ^ cu] which would augment the consumptive iise of moisture stored in the root zone. Riparian Vegetation The data found in the field study on Temecula Creek were compared v/ith tempera-c\ares> per cent of daytime hours, and evapora^- tion as recorded at the Oakgrove Observation Station, five miles upstream from the canyon test plotc The comparatively low measured consi:inptive use for Jiine can he traced to cold nighttime temperatures and frost on May 28 which set back the growth of native vegetation during the early sviraraero Due to the fact that there v;as such a wide variation in types of vegetation depleting the stream flow on this study, it was difficult to establish consitmptlve use coefficients from the measured data.. Hov/ever, these data together with data from other investiga- tions in the adjacent San Luis Rey Bonsai Basin (10) and in Coldwater Canyon {6) were used to estimate long-period unit values. Table 10 is a summary of the above data together with the estimated long-term rates of consumptive use of riparian vegetation for the Santa Margarita Y/atershed„ Tabl* 0-10 MeAaurad and aatloatad monthly ratas of oonaunptlTa uaa of water by riparian Tegetatlon In aouthem California C-41 . Measurad oonsunptlYa use Tamecula Creak canyon aeotion : Coldwater Canyon-' Bulletin No. M( Bonaal Basin tankei/ : Measured eonsumptlTe : use, : 1953 EstlMted Month 1 Denae trees and grass, four-foot water : Tules I table: : long-term mean t : Upper : section ; Lover aaotlon eonsuBDtive useS/ Inches Inohea Inches Inches Inohes Inches January 1.53 1.82 1.5 rthrvuuj 1.89 1.90 1.5 Maroh 3.21 3.09 1.5 April 5'^9 k.36 3.0 HV 7.59 7.07 I/2.IW) 5.0 June 8.09 7M ^.59 7.0 July 10.23 13.02 10.27 8.70 10.16 10.0 August 10.85 13. 6U 9.65 7.76 13.37 12.0 September 9.00 11.10 7.91 6M ii/5.33 7.0 Oetober 8.99 8.06 3.65 5.07 V2.12 k.O November 2.00 3.18 2.0 December Annual 1.2»l 62.51 U32 1.5 56.0 1/ Dense trees and grass. 2/ Taken from "Utllliatlon of the Waters of the San Luis Ray Valley, San Dlago County, California" by D. C. Muokel and Harry P. Blanay (lO), 2/ May 18-31 only. ^ Part of maasuremacst lost. ^ October I-I7 and 28-31 only. 6/ Estimated long-term mean values of monthly consumptive use to be applied to riparian vegetation areas In the Santa Margarita Basin. C-42 LITERATURE CITED (1) Aronovlci, V. S (2) (3) W. W. and Litz, G. Marvin, 1951o Blaney^ 1930 Blaney, 1950o s Donnanj, .. .. -^ Report on Cooperative Investigations on Consvunptive Use of Water in the West Coast Basin, Los Angeles County, California, Uo So Soil Conserv, Serv,, Dlv, of Irrigo (Typewritten report,, later published as Appendix to "Draft of Report of Referee" on West Coast Basin Investigation^ Calif, '^■' " "'-^-- Div, Water Resources). Harry F, , Taylor. C. A. and Young, Ac Ac Rainfall Penetration and Consumptive Use of Water in Santa Ana River Valley and Coastal Plain. Calif, Dept, Pubo WorkS; Dlv„ Water Resources Bull. 33, 162 ppo i, illuSo Harry Po and Criddle^ Wayne Do Determining Water Requirements in Climatological and SerVo TP-96, 40 pp Irrigation Data, illus Irrigated Areas from Uo So Soil Conserv (1) (8) (9) (4^) Blaney, Harry Fo and Morinj Karl Vr 1942o Evaporation and Consumptive Use of Water by Empirical ' Formulas o Amero Geophy„ Union Trans, of 1942, Part I-Bo Part I, ppo 76=.83, illus, (5) Blaney, Harry Po 1933. Rainfall Penetration- Calif, Dept, Pub, Works, Dlv, Water Resources: Reprint of Chapter VI, Bull, 46, Ventura County Investigation , 11 pp = o illus, (6) Blaney, Harry F. , Taylor, C, Ao„ Nickle, H, S, and Young, Ao A. 1933 o Water Losses Under Natural Conditions from Areas in Southern Californiao Calif. Depto Pub, Works, Dlv, Water Resources Bull, 44,, 176 pp.,, illus. Donnan, 1953o W, W, and Litz, G, Marvin Irrigation and Water Supply Investigations in Tehachapi Soil Conserv, Serv , Res,,, Dlv, of Irrig,, 52 pp , , illus, (Mimeographed,) Holmes, L, C, 1918. Reconnaissance Soil Survey of San Diego Region, California, U, S., Bur, Soils. 77 pp., illus. Muckel, D., C,v Donnan., W W , Aronovicl., V, S, and Litz, G ., 1953, Marvin, Ground Water Replenishment by Penetration of Rainfall; Irrigation and Water Spreading in Zone 3, Ventura County Flood Control District. U. S, Soil Conserv Serv Re 3 : , Div of Irrig. , 63 pp , , illus, (Mlmeographedo ) (10) Muckel, D, G- and B". anev Harry F, 1945, Utilization of ' the Water'^.of the San Luis Rey Valley, San Diego County, Calit'ornla. U S- Soil Conserv. 4 Serv- Hes., Div of Irrig. l-i4 pp , illus,. ( Iwlmeographi C-43 LITERATURE CITED ( Continued) ( 11) Storie, R. E. and Carpenter, E. J, 1921. Soil Survey of the Oceanside Area, California. U. S. Bur. Chem. and Soils in cooperation with Calif. Agr. Exp. Sta., 41 pp., illus. (12) Troxell, H. C, 1948. Hydrology of Western Riverside County, California, Riverside County Flood Control and Water Conserv, Dist. and U. S, Geol. Siorvey, 111 pp., illus, (Mimeographed. ) C-45 APPENDIX TABLE Ov' CONTElMTS Table C-11 Measured and estimated rates of consumptive use of water by avocados in the Pallbrook area, California, for the period April 1 to October 31, 1953. Table C-12 Measured and estimated rates of consumptive use of water by alfalfa in Murrieta area, California, for period April 1 to October 31, 1953c Table C-13 Table C-14 Table C-15 Table C-16 Table C-17 Table C-18 Table C-19 Table C-20 Measured and estimated rates of consumptive use of water by irrigated pasture in the Murrieta area, California, for period April 1 to October 31j 1953c Estimated rates of consumptive use of water by lettuce in Murrieta area, California, for the period March 30 to May 26, 1953„ Estimated rates of consumptive use of water by melons in Murrieta area, California, for the period May 26 to September 22^ 1953, Measured rates of consumptive use of water by carrots in Temecula area, California, for period April 1 to September 30, 1953, Measured and estimated rates of consumptive use of water by alfalfa in Temecula area, California, for the period April 1 to September 30, 1953, Measured and estimated rates of consumptive use of water by alfalfa in Aguanga area, California, for the period April 1 to October 31, 1953, Measured and estimated rates of consumptive use of water by irrigated pasture in the Anza area, California, for the period April 1 to October 31;, 1953c Measured and estimated rates of consumptive use of water by alfalfa grown for seed in Anza area, California, for period April 1 to June 30, 1953, Table C-11 Measured and eatinated rates of consumptive use of water by avocados In the Fallbrook area, California, for the period April 1 to October 31, 1953 C-47 ' ' : : Rate : Estimated rate C.«. : Consumptive use Period : Days • Measured C.U. : per : day :' after irrlgatl on Tbtal amount Inches by months 1st, day 2Jid day r 3rd day Inches : Month ■ Cell, Inches Inohes Inches Inches Inohes Irrlg. 3/25 to 3/27 2 0.20 0,15 «•■= 0-35 3/27 to '4/13 17 1.32 0,076 1.32 lt/13 to Vi5 2 .078 ,16 April 2,46 Irrlf!. lt/15 to Vi7 2 .20 .15 -' .35 4/17 to 5m 27 1.9'+ ,072 1.94 5/i't to 5/16 2 .072 .14 May 3,06 Irrlfi. 5/16 to 5/18 2 .20 .15 — .35 5/18 to 6/9 22 2.57 117 2.57 Irrifi. 6/9 to 6/11 2 ,20 = 15 " .35 June 3.79 6/11 to 6/29 18 2,16 .120 2.16 Irrlg. 6/29 to 7/1 2 .20 .15 -- .35 7/1 to 7/17 16 2.89 .181 2.98 7/17 to 7/19 2 .181 .36 July 5. 81 Irrlg. 7/19 to 7/21 2 .25 .20 ._ .45 7/21 to 8/10 20 3.69 .184 3.69 Irrlg. 8/10 to 8/13 3 .25 .20 0.20 .65 Aug. 4,10 8/13 to 8/27 \h 1.03 .074 lc03 Irrlg. 8/27 to 8/31 h ,25 .20 .15 .15 «75 8/31 to 9/15 15 I.U7 .098 1.47 Irrlg, 9/15 to 9/17 2 .20 •15 ~ .35 Sept, 3.35 9/17 to 10/6 19 2.08 .109 2.08 10/6 to 10/7 1 .109 .11 Irrig. 10/7 to 10/9 2 ,20 .15 " •35 Oct. 1.52 10/9 to 10/30 21 .19 ,009 .19 10/30 to 11/1 2 .20 .15 ■ 35 TOTAL — -. — -- -• -- 24.85 — 21+09 C-4i Table C-12 Meaisured and estimated rates of consumptive use of water by alfalfa in Murrleta area, California, for the period April 1 to October 3I, 1953 : Rate : Estimated rate C.U. : : Consumptive use Period : Days : Measured : per : : day : after irrigation : Total % amount by months 1st day : 2nd day : 3rd day : Month : C.U. Inches Inches Inches Inohes Inches Inches Inohes Vl to 5/5 ■^ 1/2.91 Oc083 2.91 April 2.49 IrriKc 5/5 to 5/8 3 0.25 0,20 0.15 .60 5/8 to 6/22 1*5 .10 4.50 Msy 3.33 6/22 to 6/23 1 .10 .10 Irrift. 6/23 to 6/25 2 .25 .20 .45 June 3.43 6/25 to 7/20 25 3.24 .130 3.24 7/20 to 7/21 1 .13 .13 July 4.92 IrciKo 7/21 to 7/23 7/23 to 7/27 2 4 .16 .30 .25 .55 .64 7/27 to 7/30 3 .30 .25 .20 •75 7/30 to 8/21 22 4.25 .193 4.25 Aug. 6.07 8/21 to 8/25 u .19 .76 Irrlgo 8/25 to 8/27 2 00 = 25 •55 8/27 to 9/10 14 2,51 .179 2.51 9/10 to 9/11 1 .17 .17 Sept. 4.18 Irrig. 9/11 to 9/1** 3 .30 .25 .20 "75 9/1I* to 10/19 35 3.40 .097 3.40 10/19 to 10/24 5 .10 .50 Oct. 3.02 Irrig. 10/21+ to 10/28 4 ,20 cl5 .10 .55 10/26 to H/27 30 1/1 = 69 .056 1.69 TOTAL 240 — — — — 29,00 — 2/27.44 1/ Includes rain. 2/ Use Is low becaiuse alfalfa only had a four-foot root xonsc C-49 Tabl9 0-13 Heajured and sstima-ted ratee of eonamnptive use of water by Irrigated pasture In the Murrleta area, California, for the period Apcll 1 to Ootobep 31, 1953 Irrlfi Irrls Irrlfl Irrlg Irrls Irrig . TOTAL Period Dayfl : Rate Measured : per Estimated rate C.U. .after Irrigation : Cunftumptlve use 8 Total : by months C.U. : day ; lat day : 2nd day ; ^rd day i amount : Month % C.U. Inches k/l to V17 to V20 to 5/11 to 5/13 to 5/15 to 6/3 to 6/7 to 6/10 to 7/3 to 7/10 to 7/13 to 7/30 to 8/3 to Q/lk to 8/17 to 8/20 to 9A to 9/8 to 9/11 to 9/23 to 9/25 to 9/28 to 10/9 to 10/lUto 10/l/Sto 10A9 to t/l? 16 V20 3 5/11 21 5/13 2 5/15 2 6/3 19 6/7 1 6/10 3 7/3 23 7/10 7 7/13 3 7/30 17 8/3 k 8/14 11 8/17 3 8/20 3 9A 15 9/8 U 9/11 3 9/23 12 9/25 2 9/28 3 10/9 11 10/lU 5 10/16 2 10/19 3 11/9 21 Inohes Inches Inches Inches jnohes Inches 0,15 O.IQ 3^3^ 3.15 3.93 1.87 1.98 2.97 1.16 .10 2.411/ .163 .10 .166 .166 .171 .171 .20 .17 0I7 .132 .13 .2»46 .25 .106 .15 ,115 0.25 .25 .30 .30 .30 ,30 .35 .35 .25 0.20 .20 .25 .25 .25 .25 .30 .30 .20 .20 .20 .20 .20 .25 222 1.60 .60 April 3M .20 A3 May 3.15 .66 .75 June 3.93 1.20 .75 July 3. 40 .95 1.66 ,51 Aug. .75 1.98 .52 .90 Sept. 2.96 .65 •75 1.16 -50 .45 Oct. 2.4l 36.92 4.00 5.10 5-33 5.69 5.65 6.50 3.62 35.89 1/ Includes rain. C-50 Table C-14 Estimated rates of consumptive use of water by lettuce In Murrleta area,. Californlas for the period March 30 to May 26, 1953 Period Days Rate J per , ; day V : Total amount Consumptive use by months Month CoU< Irrigo 3/30 4/1 Irrigc 4/11 4/13 Irrig. 4/18 4/20 Irrig. 4/27 4/29 Irrigo 5/4 5/6 Irrig, 5/9 5/11 Inches Inches to 4/1 2 Oo35 to 4/11 10 OolO 1„00 to 4/13 2 „35 to 4/18 5 cl5 ,75 to 4/20 2 o45 to 4/27 7 „16 lol2 to 4/29 2 ,45 to 5/4 5 o20 loOO to 5/6 2 ,45 to 5/9 3 o20 o60 to 5/11 2 ,45 to 5/26 15 .15 2,25 March April May June Inches ;.oo^ 5«07 4,15 1,00^ TOTAL 57 9,22 12,22 l/ Consumptive use rate-per-day estimate based on periodic soil sampling for moisture content^ depth of root zone, and rate of moisture depletion, 2^/ Estimate based on observations in other areas of southern California „ Table C-15 C-51 Estimated rates of consumptive use of water by melons in Murrleta area, California, for the period May 26 to September 22, 1953 Period Days Rate per day-V Total amount Consumptive use by months Month C.U. IrrlK « Irrlgc Irrlg, Irrlg. Irrlp;. Irrlg. Irrlg. Irrlg, Irrlg. Irrlg, 5/24 5/26 6/12 6/15 6/30 7/2 7/17 7/19 7/24 7/26 8/10 8/12 8/17 8/19 8/23 8/25 8/30 9/1 9/8 9/10 Inches Inches to 5/26 2 0.35 to 6/12 16 0,05 ,80 to 6/15 3 .50 to 6/30 15 .12 1.80 to 7/2 2 .40 to 7/17 15 .15 2.25 to 7/19 2 .45 to 7/24 5 .15 .75 to 7/26 2 .45 to 8/10 15 ,15 2,25 to 8/12 2 ,45 to 8/17 5 = 15 .75 to 8/19 2 ,45 to 8/23 4 ol5 ,60 to 8/25 2 .45 to 8/30 5 .15 .75 to 9/1 2 ,45 to 9/3 7 .15 1.05 to 9/10 2 .45' to 9/22 12 .15 1,80 June July Inches 3.10 4o85 August 5.25 September 4.80 TOTAL 121 17.20 IBolO \J Consumptive use rate-per=day estimate based on periodic soil sampling for moisture content, depth of root zone, and rate of moisture depletion. C-52 Tabl* C-l6 Measured rates of eonsuaptlve use of water by oarrots in Twnaeula area, California, for the period April 1 to September 30, I953 : Rate ; Estimated rate C.U, : : Consumptive use Period Days g Measured J per s s day ; after Ist day "- ■ irrlgati 2nd day : on 3rd day : ; Total > amount : by months : Month • c.u. Inohes Inches Inohes Inohes InohM Inches Inohes s/ii to Vis 4 O0O5 0.20 Hay Irrlg. «iA5 to 5/18 3 0.25 0,15 0.10 .50 (12-31) S/18 to 5/28 10 0.83 .08 .83 2,03 5/28 to 5/31 3 0O8 .2k Irrigo 5/31 to 6/2 2 o25 .20 M 6/2 to 6/10 8 loOl 0I2 1.01 JUM 6/10 to 6/12 2 .12 .2k Irrigc 6/12 6/15 to to 6/15 6/19 3 1* .12 .25 .20 .15 .60 .1+8 '♦.38 Irrigc 6/19 to 6/21 2 .25 .20 A5 6/21 to 7/8 17 2o38 .It 2.38 7/8 to 7/10 2 elk .28 July Irrig. 7/10 to 7/13 3 .25 .20 .15 .60 7/13 to 7/22 9 1.26 .11+ 1.26 1+.58 7/22 to 7/21+ 2 .11+ .28 Irrig, 7/24 to 7/27 3 .25 „20 .15 .60 7/27 to 8/10 Ik 2.12 .15 2.12 Aug. IrriK= 8/10 to 8/12 2 .25 .20 M (1-21+) 4.37 8/12 to 8/21+ 12 1 82 as 1.82 TOTAL 105 .- ~ ~ _. — 11+.79 — 15.36 Table C-17 Measured and estimated rates of oonsuaptive use of water by alfalfa in Temeoula area, California, for the period April 1 to September 30, 1953 C-53 I ' : Rate : Estimated rate C ,u. ; Consumptive use Period : Days : Measured C,U, : per : ; day ; after irrigation : Total ' eunount by months 1st day . 2nd day , 3rd day : Month c,n. Inohes Inches Inches Inches Inohes Inches Inohes Vi to 5/9 38 0,16 6.08 April U.80 Irrig, 5/9 to 5/11 2 5.52i/ 0.35 0.35 -70 5/U to 5/26 15 .37 5.52 I-'.ay 9.20 Irrig. 5/26 to 5/29 3 .35 .30 0.30 • 95 5/29 to 7/3 35 9,41* .27 9.'+'+ June 8.10 7/3 to 7/7 4 .25 1.00 IrrlK. 7/7 to 7/9 2 .30 .25 • 55 July 5.t5 ih to 7/22 13 3.11 .2lt 3.11 7/22 to 7/30 8 .23 .029 .23 7/30 to 8/1 2 .029 .06 Irrig. 8/1 to 8/5 It .8U2/ .25 .20 ■15 .75 Aug. 2.1+0 8/5 to 8/28 23 .037 .84 IrrlK. 8/28 to 9/1 4 .95^ .25 .20 ^15 • 75 9/1 to 10/2 31 .03 -95 Septo 1.05 10/2 to 10/3 1 .03 .03 IrrlK. 10/3 to 10/5 2 .20 .15 .35 10/5 to 10/7 2 8o26i/ .15 ,30 Oot. 3c 90 10/7 to 12/7 62 .133 8.26 TOTAL 251 — — ~ — ~ 39*87 — 3»*o90 Xf Includes rain. IJ Suspect presence of high ground water table causing little or no depletion of moisture. C-54 Table C-l8 Measured and estimated rates of consumptive use of water by alfalfa In Aguangc. area, California, for the period April 1 to October 31> 1953 Period Days : Rate Measured : per CcU,. : day Estimated rate C^U after Irrlf^atlon ; Consumptive use Total : by months 1st day : 2nd day : 3rd day : amount : Month j C.U. Irrig . Irrlg o Irrlg a If.rig. Irrlg o Irrlg„ Inches Inches Inches Inches Vl to k/k 3 0.10 It A to 1+/6 2 0,25 0.20 k/6 to Vi8 12 ,15 Vl6 to V22 k >t.89i/ .30 .25 1+/22 to 5/15 23 .213 5/15 to 5/18 3 .20 5/18 to 5/20 2 1.45^ .30 '25 5/20 to 6/5 16 .089 6/5 to 6/7 2 .10 6/7 to 6/9 2 o30 .25 6/9 to 6/?3 11+ 2.10 ,150 6/23 to 6/25 2 .15 6/25 to 6/26 1 .30 6/26 to 7/l4 18 l<,85 ,103 7/14 to 7/3-6 2 .30 .25 7/16 to 7/2"+ 8 .25 y/2k to 7/30 6 .20 7/30 to 8/3 It .30 .25 8/3 to 8/20 17 3cltit .202 8/20 to 8/2I+ It .15 8/2U to 8/25 1 ,30 8/25 to 9/16 22 6o29 .286 9/16 to 9/18 2 .30 .25 9/18 to 10/29 Ul 3=63^/ >o88 Inches 0.20 .20 Inches 0.30 .1*5 1.80 .95 1+089 .60 .55 l.it5 .20 .55 2,10 .30 ,30 1.85 •55 2.00 1.20 .95 3.Mt .60 ^30 6,29 .55 3-63 April May June July Aug. Sept. Oct. Inches 5.1+2 5.21 U,33 5.63 6.7t 5.98 2,^9 TOTAL 211 35-80 35.80 1/ Includes rain. C-55 Table C~19 Meaaurad and estlnated rates of oonsunptive use of water by irrigated pasture in the Anza area, California, for the period April 1 to Ootober Jl, 1953 : Rate ; Estimated rate C .U, : ; Consunptive use Peril od : Days : Measured C„tl, : per : : day : after 1st day : irrigation 2nd day ; 3rd day : Total r amount by months ; Month : C". Inoheg Inches Inohes Inches Inches Inohes Inches Wl to V5 1+ 0.10 0.1+0 Irrig. V5 to V9 1+ = 25 0,20 0,15 .75 April 3.88 V9 to 5/7 28 3.1+7 .131+ 3.'*7 5/7 to 5/2k 17 .15 2.55 May U.36 Irrig. 5/24 to 5/28 1+ .25 »20 .15 .75 5/28 to 6/18 21 1.7H .063 1.7'+ 6/18 to 6/20 2 .08 .16 June H.^ Irrig. 6/20 to 6/23 3 .35 .30 .30 .95 6/23 to 7/8 15 1+.55 .303 '*.55 Irrig. 7/8 to 7/10 2 .25 .20 .1+5 7/10 to 7/21 11 .92 .081+ .92 July 6.72 7/21 to 7/22 1 .08 0O8 Irrig. 7/22 to 7/21+ 2 .35 .30 .65 7/21+ to 8/6 13 k.ch .311 1+.0I+ Irri^. 8/6 to 8/10 1+ .25 ,20 .15 .75 8/10 to 8/16 6 .10 .60 August 7.75 Irrig. 8/16 8/19 to to 8/19 8/21+ 3 5 .20 .35 .30 .25 .90 1.00 Irrig. 8/21+ to 8/26 2 .35 .30 .65 6/26 to 9/10 15 5«75 .383 5o75 9/10 to 9/13 3 .05 .15 September 7.28 Irrig. 9/13 to 9/16 3 .25 .20 .20 .65 9/16 to 9/23 7 1.96 .280 1,96 9/23 to 9/25 2 .20 .1+0 Ootober 2.50 Irrig. 9/25 to 9/29 1+ .20 ,15 .10 .55 9/29 to 12/9 71 1+.50 .065 1+.50 TOTAL 252 -- -- - - -- 39.32 -- 37.t3 Table C-20 Measured and estimated rates of consumptive use of water by alfalfa grown for seed in Anza area, California, to>f the period April 1 to June 30, I953 : Rate ; • Consumptive use Period • Days per ■ day i Total amount -■ by months i Month ; C.U. Inohes Inohes Inches 1+/1 to 1+/10 9 08 0,72 April 2.86 Irrig. It/lO to V13 3 M U/13 to 5/19 36 .092 3.39 May 3 80 Irrig. 5/19 to 5/21 2 ■^5 5/21 to 6/3 13 -15 1 95 Irrig, 6/3 to 6/5 2 .55 6/5 to 7/10 7/10 to lO/l 35 1/ «21 7.36 June 6.31 TOTAL 100 — li+,87 12 97 1/ No measured use^ APPENDIX D PRECIPITATION RECORDS (D-1) TABLE OF CONTENTS PRECIPITATION RECORDS Table No. Pa^e D-1 Monthly Precipitation Records at Stations Established by Division of Water Resources in Santa Margarita River Watershed, Not Previously Published D- 5 D-2 Monthly Precipitation Records of 10 Years or Longer at Stations in Santa Margarita River Watershed, Not Previously Published D- I4. D-3 Seasonal Precipitation Records of Other Stations Within and Adjacent to the Santa Margarita River Watershed . . . . , D-11 (D-2) D-5 S^ XI r-t ^ VO nj XI x> i2 o t=». C .-1 ,-• o Cri XI ^ '■° •'L c - o cd M3 t^ o d o o V5 CT\ O C^ tV M Csl n +3 (0 *> s c Csl CM C Cv CM iH a) o o ■c<> at o IH 1-J ( . M * ^ 0) V iH r-l »+; 03 t-^ rH 1-1 10 w r-i r-l 0) C iH o a S-H> o to — . u i-i f^ 1 i-l r-i r-! d j^ -i ^ 10 ca iH J^ *» J- B ?>i « ( o Cd o3 iH OJ , jd- -H CO en CM CM •^ -\ • ir\cM X) 0) CM r-< UN cnvD t^ "S R •£ t~.^i3 t. ft r4 O O d <-M § &. O r-t _^o o p +> r-l iH CO O OO i;-i o * l^f- r-l f-.0O t^O -H s VO V£j V ^ s * '- -* +> c) 1 CM i-i cno j- en UN ON u o J •^ o en ir* CM t^ ON ON f , ON^ OO o tv ji- o t^cn J.S o > • 1 « > d o o i-i r-l O 1 CM O a en o .a ^' CO & *^ O I . S I o > o s ifN en ent~^ tr\ eTNoo CO cnjd" o o o en o f ^ OO OO 8 en I o O r-l O CM t~- Ji- O E-" O O O +» < & 3 UN Id o o I b en o vD irv o. O Cj rH r-l m o d d o r-i o e r-l O B ^^ » ■; T3 o t- o o o o I. ^ NO u 0) cd cd x> D-k TABLE D-2 MONTHLY PRECIPITATION RECORDS OP 10 YEARS OR LONGER AT STATIONS IN SANTA KARCARITA RIVER WATERSHED In Inches HYDROGRAPHIC UNIT NO. 1 Greenwood (Los Alumos Valley) - Location No. 7S/2W-16C Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Seasonal total 1912-13 14 0.24 0.33 1.59 0.69 1.75 5.92 3.54 5.13 0.50 1.06 0.13 0.80 0.11 0.04 6.64 15.09 1917-18 19 0. 29 0.06 0.80 0.20 0.85 1.09 0.96 0.06 2.76 1.88 7.59 2.80 0.37 0.25 0.29 0.12 11.87 8.48 1919-20 21 22 23 24 0.06 0.08 0.04 0. 0. 02 19 0.08 0.16 1.05 0.69 0.69 1.39 0.25 0.19 0.69 0.77 0.24 1.64 0.38 0.93 0.46 11.74 2.18 1.53 0.63 2.48 4.71 2.04 0.36 4.00 0.49 3.06 1.10 3.60 3.03 1.95 0.56 5.31 0.32 0.12 0.21 0.98 1.44 0.45 2.46 0.66 0.01 11.29 10.56 24.28 8.70 10.25 1924-25 26 0.10 2.54 0.19 0.59 1.91 0.97 0.18 0.14 0.28 3.77 1.64 0.52 2.00 6.98 0.11 0.04 0.29 6.70 15.56 Sage - Location No. 7S/1W-12A Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Seasonal total 1938-39 ( July through December 6.09) 3.27 2.10 2.09 0.20 13.75 1939-40 41 42 43 44 3 0.94 1.17 2.56 0.21 0.07 1.69 2.01 0.33 0.64 1.60 1.00 2.07 0.27 0.57 6.70 3.63 1.27 4.98 4.82 1.75 1.13 7.29 0.43 3.10 6.41 2.46 2.53 5.22 1.88 6.61 2.58 4.76 1.67 1.18 4.93 1.61 1.23 1.20 0.14 15.78 28.13 17.70 17.65 14.14 1944-45 46 47 48 49 0.24 2.11 0.02 0.16 2.27 0.59 0.6B 0.80 0.52 0.97 4.95 4.68 0.86 0.68 4.49 2.32 2.64 3.44 0.64 0.64 0.85 0.26 3.85 2.59 0.94 0.73 3.28 1.76 4.62 2.05 1.60 1.63 1.85 0.71 0.58 0.19 0.41 0.06 0.29 0.89 0.73 0. 68 13.99 13.37 12.81 11.01 12.66 1949-60 51 52 63 54 0.13 0.36 0.09 0.16 1.40 0.34 0.06 0.73 0.46 1.46 1.77 0.96 2.94 0.78 Temecula 1.10 6.72 3.42 0.06 - Locatl 1.60 2.00 4.28 0.84 4.35 on No. 1.47 0.90 0.49 0.46 2.00 8S/3W-12M 1.07 0.44 6.68 1.39 4.84 1.17 1.79 2.08 0.92 0.64 0.31 0.12 0. T 06 8.90 7.27 22.58 11.48 Inc. Season 1901-02 03 04 1904-06 06 07 08 09 1909-10 11 12 13 14 1914-16 16 17 18 19 1919-20 July 0.30 0.60 0.10 Aug. 0.95 0.25 Sept. 0.60 0.76 Oct. 0.65 0.46 2.16 0.60 0.95 0.45 0.96 0.77 Nov. 0.36 2.63 6.10 2.40 0.20 2.28 0.2S 2.10 0,65 0.50 0.30 1.44 1.00 Dec. 3.35 1.00 0.60 6.67 0.18 1.40 6.19 0.60 1.25 67 80 28 1.62 Jan. 2.74 2.10 0.27 4.74 1.98 6.20 5.20 7.13 4.35 6.50 0.80 2.36 7.66 8.62 19.16 3.40 1.37 0.42 Feb. 2.30 2.60 1.80 8.68 1.33 2.84 3.40 4.60 0.20 4.73 6.20 6.00 7.35 1.03 2.90 0.40 80 ) 6.26 Mar. Apr. 2.66 0.63 ( 9.59 ) 3.38 0.42 6.06 13.04 4.60 1.13 3.00 2.00 2.00 8.93 0.86 1.30 0.60 0.75 0.20 8.23 1.96 6.54 1.40 0.67 0.33 3.52 1.10 2.90 0.20 1.90 0.28 0.49 May 1.50 0.60 40 0.36 Jxuie J 0.19 Seasonal total 9.33 20.47 5.87 22.33 23.96 21.61 12.73 18.28 16.02 14.16 16.26 9.86 19.69 24.49 26.54 12.23 10.30 8.64 15.00 Season July 1914-15 16 17 18 19 1919-20 21 22 23 24 1924-25 26 27 28 29 1929-30 31 32 33 34 1934-35 36 37 38 39 1939-40 41 42 43 44 1944-45 46 47 48 49 1949-50 51 52 Aug. Sept. MONTHLY PRECIPITATION RECORDS OF 10 YEARS OR LONGER AT STATIONS IN SANTA MARGARITA RIVER WATERSHED In Inches (contiiiaud) HYDROGRAPHIC UNIT NO. 1 (continued) Wlldomar - Location No. 6S/4W-34J Nov. Dec. Jan. Feb. Apr. (Seasonal totals onlj, 1929 through 1952) Ha; June 0.63 0.59 3.34 8.16 4.35 2.41 1.77 1.50 0.46 2.43 15.79 0.56 1.28 0.24 0.30 1.67 2.87 3.70 2.77 0.36 0.89 0.16 1.61 3.20 5.72 0.16 0.10 0.53 0.80 0.80 0.77 1.57 1.72 0.17 0.41 0.33 0.60 0.57 1.24 0.75 4.41 3.73 0.16 0.30 0.90 0.44 0.56 2.97 0.34 1.82 0.11 2.06 0.90 13.46 7.33 3.54 2.50 0.60 0.46 0.06 2.00 1.94 1.75 1.11 0.35 0.86 0.30 0.53 0.40 0.S2 0.24 4.24 1.14 0.13 0.53 2.34 0.20 0.28 2.00 1.81 0.17 2.17 0.42 0.59 3.07 0.10 8.49 T 1.44 4.20 0.52 11.98 1.87 0.87 0.11 0.72 2.10 3.28 0.14 2.23 0.84 0.14 i.as 1.76 1.87 0.76 0.87 1.24 D-5 Seasonal total 22.65 20.76 12.66 10.84 6.87 12.09 9.20 28.79 8.07 7.67 7.46 14.84 20.99 9.45 8.34 16.49 12.17 18.64 11.60 6.74 19.12 11.19 24.84 19.97 16.19 15.14 27.62 9.85 19.26 14.64 12.91 11.47 8.32 7.34 7.78 6.34 4.44 20.28 Wlldomar (Near) - Location No. 6S/4W-35C Seasonal Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Uar. Apr. Hay June total 1929-30 0.95 6.87 0.45 4.19 1.84 2.19 16.49 31 0.40 1.34 2.44 5.58 0.12 1.89 0.40 12.17 32 0. 13 0.34 2.16 4.51 1.33 9.77 0.30 18.54 33 1.54 2.39 7.00 0.50 0.17 11.60 34 0.15 0.10 3.42 0.95 2.00 0.12 6.74 1934-35 0. 02 2.16 1.46 4.29 3.62 3.48 2.84 1.03 0.22 19.12 36 0. 55 1.00 0.52 0.29 6.39 1.86 0.58 11.19 37 3 3.37 0.13 7.87 1.67 6.26 6.64 24.84 38 3 1.20 2.04 6.39 9.67 0.67 19.97 39 0.15 9.12 2.01 2.02 1.04 1.85 16.19 1939-40 3.86 0.64 0.65 0.40 3.43 4.31 3 1.85 16.14 41 0.93 7.14 0.42 7.06 7.81 3.27 0.90 27.52 42 2.60 0.80 2.48 0.40 1.00 0.97 1.70 9.85 43 0.12 0.72 11.19 3.44 3.11 0.68 19.26 44 1.02 0.01 6.46 0.27 5.26 0.93 0.69 14.54 1944-45 5.73 1.12 0.22 1.74 4.10 12.91 46 1. 55 0.15 0.20 3.05 0.50 0.95 4.69 3.38 11.47 47 0.37 6.26 1.47 0.14 0.13 0.76 0.19 8.32 48 2.96 2.38 1.05 0.95 7.34 49 0.43 2.11 2.91 1.06 0.97 3.33 7.78 1949-50 0.28 1.10 1.20 1.79 0.73 0.68 0.56 6.34 61 3.67 1.24 0.64 0.68 1.04 0.17 4.44 52 0, ,47 0.29 0.35 0.63 4.48 5.78 0.23 6.48 1.57 20.28 53 0.33 3.24 3.19 0.76 0.68 0.77 0.30 9.17 12.08° 54 0.25 0.70 0.08 5.82 1.78 3.45 0* 0" 0« I D-6 MONTHLY PRECIPITATION RECORDS OF 10 YEARS OR LONGER AT STATIONS IN SANTA MARGARITA RIVER WATERSHED In Inches (continued) HYDROGRAPHIO UNIT NO. 3 Oakgrove - Location No. 9S/2E-17R Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Seasonal total 1910-11 12 13 14 0.80 0.44 0.33 0.25« 0.06 0.29 1.70« 0.34 0.94 0.10« 0.97 0.49 J. 99 0.10» 1.51 0.02 0.49 2.00" 0.19 1.17 0.70* 5.95 0.18 2.41 7.29 3.96 0.08 4.39 6.02 1.74 9.53 4.72* 1.69 0.55 3.76 0.19 1.23 1.20 0.15 J.ioa ^24 0.16* 16.07 13.05 13. 91^ 21.38" 1914-15 16 17 18 19 0» o.ia 1.14 T 0» 0.35 1.09 T 0.65 0.20» 0.05 0.06 0.51 0.60» 1.38 1.06 1.00« 0.80 T 0.34 1.46 3.24 2.04 3.45 1.64 8.13 22.05 3.63 1.14 1.00 6.70 0.60 2.85 2.40* 2.73 2.32 1.64 0.13 6.90* 2.22 2.28 0.05 2.63 0* 0.28 2.12 0.06 0.06 0.30* 0.45 0.32 2e.59'> 27.64 15.46 13.06° 11.54 1919-20 21 0.92 0.30 0.35 0.18 0.87 o.ia 1.50 0.08 0.92 0.60« 0.70* 4.54 4.18 1.00* 6.39 1.60* 0.16 0.28* 0.26 2.00* 0* 16. J?*" 10.63'> 1938-39 40 41 42 0.78 0.47 0.83 4.98 0.11 0.08 0.62 2.60 1.75 0.83 2.89 6.60 0.56* 10.30 2.32 2.35 4.00* 1.77 0.25 3.20 4.30* 5.37 3.72 1.27 1.70* 6.16 2.24'' 1.10* 1.60* 4.23 1.800 0.05* 0* 0.43 14.90'' 18.88" 29.61 16.76 1947-48 49 0.06 0.16 0.06 0.30 1.59 0.06 3.60 3.56 0.04 6.51 3.07 1.32 1.93 1.28 0.40 0.14 0.07 0.27 0.30 9.99 14.73 1952-63 54 1.37 0.52 Fauba R 0.56 anch (St 0.03 atlon E) 5.59 - Locatl 0.82 2.73 on No, 1.63 6.36 8S/1W-14D 1.03 0.02 T 0.02 Inc. 16.23 Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Apr. May June 1920-21 1. 11 0.86 0.30 0.35 2.53 1.01 0.06 l-'^l. 22 0.66 0.95 0.20 0.08 5.89 1.39 3.21 1.73* 0.16* 0.72* 0* 33 0. 07* 0.37 1.45 1.68 2.35 1.33 0.80 1.80 24 0* 0* 0.51* 0.11* 1.70 0.16 4.97 1.65 1924-25 0.16 0.31 2.09 0.14 0.04 1.76 2.74 0.12 26 0.36 4.32 0.58 0.45 0.06 3.02 0.61 7.70 0.40 27 0.03 0.64 2.34 2.08 9.25 0.93 0.99 28 1.83 2.21 0.73 2.46 0.60* 0.41 0.20* 29 0.95 0.50 1.28 1.48 1.43 1.99 1.25 1929-30 1.50* 0.90* 5.46 0.90* 2.36 0.39 3.26 31 0.13 1.63 0.93 3.70 1.26 0.99 32 0.21 0.11 0.96 2.05 4.48 1.20 8.68 0.16 0.73 0.04 33 1.84 T 3.05 3.85 1.26 0.62 0.02 34 0.13 1.64 0.40 1.26 0.20 0.10 1934-35 0.09 0.14 1.28 0.91 1.80 2.80 2.20 1.29 0.96 36 0.86 0.26 0.64 0.42 0.70 4.72 1.40 0.90 37 0.65 0.10 3.52 0.02 6.66 1.41 4.05 4.30 0.44 0.16 38 1.70 1.81 4.23 8.95 0.51 0.44 39 0. 02 0.40 0.03 0.04 6.91 2.28 1.77 1.33 0.63 0.03 1939-40 2.46 0.08 0.97 0.57 1.98 2.61 0.18 2.32 41 0.05 2.14 0.35 5.80 1.04 3.93 5.82 4.95 0.60 42 0. 10 0.40 0.26 2.25 1.84 3.67 0.28 1.25 1.81 1.62 43 T 0.26 0.17 0.15 0.88 6.53 1.79 2.99 1.06 44 0.02 0.43 T 3.80 0.50 4.61 1.51 1.27 0.06 T 1944-46 0.03 4.65 0.60 0.13 1.72 2.67 0.28 46 1.65 0.37 0.04 0.27 3.05 0.16 1.08 2.49 0.29 47 0. 17 0.50 0.67 0.46 2.99 1.11 0.47 0.15 1.12 0.19 0.29 48 0.08 T 0.30 0.37 1.86 0.01 2.36 0.86 0.18 T 0.59 49 0.83 0.02 2.69 2.35 0.82 1.30 0.20 1949-50 0.19 1.09 0.94 1.39 0.72 0.81 0.38 0.16 61 0.63 1.38 0.94 0.64 1.11 0.21 62 01 0.20 0.26 0.92 0.64 4.98 4.61 1.71 5.12 1.00 0.84 53 T 1.56 3.35 2.95 0.41 0.42 1.22 0.61 0.01 T 54 T T 0.72 0.42 0.03 3.77 1.50 4.81 T T Seasonal total 7.93 14.89" 9.75" 9.00" 7.35 17.39 16.31 8.44" 8.80 14.76" 8.53 18.60 10.63 3.73 11.47 9.89 21.20 17.64 12.44 11.16 24.58 13.33 13.91 12.20 9.98 9.40 8.03 6.61 8.71 6.23 4.81 20.29 10.62 11.26 MONTHLY PRECIPITATION RECORDS OK 10 YEARS OR LONOER AT STA1I0NS IN SANTA MARGARITA RIVER WATERSHED In Inchsa ( continued) HYDROGRAPHIC UNIT NO. 4 PauDa Ranch (Station C) - Location No. 8S/2W-16M D-7 Season July Aug. Se ipt. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Seasonal total 1920-21 22 23 24 J. 09 0.33 1. 21 1.16 0.29 0.32 0.65 0.92 0.15 1.73 0.14 0.63 11.42 3.08 2. 30 3.82 5.15 2.17 0.23 0.25 3.85 1.32 2.24 2.20 0.44 6.09 0.16 0.20 1.10 2.40 2.81 0.91 T 11.99 26.71 10.76 11.51 1924-25 26 27 23 29 0.10 0.01 O.04 3.23 1.67 1.01 0.50 1.29 1.06 0.79 0.69 2.76 0.98 3.61 2.82 2.78 0.13 0.07 0.66 0.74 2.59 0.34 4.23 16.32 2.24 1.33 1.82 0.46 2.49 1.16 1.66 1.87 9.25 0.62 1.15 0.01 0.16 0.12 1. 13 8.60 19.66 23.70 9.64 11.33 1929-30 31 32 33 34 0.25 0.41 0. 0. 79 09 0.36 0.67 1.67 0.12 2.^5 2.95 0.13 5.44 3.04 3.30 8.02 1.49 1.46 6.80 1.22 0.81 5.36 10.79 0.04 1.86 4.49 0.13 0.20 0.14 0.16 2.22 0.69 1.41 4.20 0.60 0.34 0. 40 19.46 13.16 22.58 12.30 7.17 1934-35 36 37 33 39 O.iS 0.08 0.12 0.16 0. 03 2.35 4.03 0.29 1.30 0.73 0.69 O.02 3.61 0.69 8.04 1.89 6.72 3.15 0.32 2.73 1.97 2.64 3.19 7.52 6.80 6.28 2.19 2.92 1.70 7.09 10.04 1.58 1.19 0.94 0.65 1.24 0.62 0.13 0.17 0.03 3 17.93 12.06 30.37 21.59 14.19 1939-40 41 42 43 44 0.25 3. 0. 0. 0. 79 10 14 ,01 0.16 1.59 2.58 0.44 1.08 0.48 1.65 0.51 6.33 4. J2 1.12 6.26 3.93 1.16 0.70 10.70 0.77 4.14 4.94 2.19 3.15 6.91 0.16 7.80 1.73 2.20 1.04 3.19 4.62 2.17 0.73 0.40 0.51 0. 06 16.96 28.13 15.43 17.90 14.38 1944-45 46 47 48 49 0« 0.2J* 2.09" J. 50* 0. 0. ,47» 60« 0.05» 0.2.i 0.33 5.90» 0.34* 4.39 0.63* 3.S7B 2.50 2.70 3.13 0.16* 0.20* 0.56 4.78 2.18* 1.37* 0.60 2.00 1.64 3.39* 3.16* 0.96 1.32 1.04 0.36* 0.37 a 0.34 0* 0* 0.40 0" 0« 0. I I 46 12.62'* 11.92* 10.12'> 7.31 11.82 1943-50 51 52 53 54 0.54 0.79 0.42 1.55 1.34 1.16 2.41 0.45 1.22 3.40 3.85 2.23 2.04 7.82 1.28 4.19 0.95 0.81 0.53 0.76 1.82 1.00 0.88 5.57 l.OO 6.24 0.81 1.70 2.01 0.29 0.39 0.33 8.06 7.10 21.82 9.68 12.12 HYDROGHAPHIC UNIT NO. 6 De Luz - Location No. 8S/4W-29H Seasonal Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb, Mar. Apr. May June total 23.81 8.37 19.76 25.72 26.80 18.98 23.50 15.92 12.39 11.42 11.39 26.30 22.72 37 . 00 14.44 14.89 9.28 19.45 16.06 40.57 12.98 10.18 10.95 24.69 33.25 14.68 14.66 1902-03 04 1904-05 06 07 03 09 1909-10 11 12 13 14 1914-16 15 17 18 19 1919-20 21 22 23 24 1924-25 26 27 28 29 1.75 3.00 3.75 2.25 3.50 7.00 2.60 0.06 3 1.12 1.50 5.26 0.60 0.25 1.26 5.25 10.25 2.00 0.75 5.30 0.12 4.30 2.00 13.50 0.50 0.50 0. 12 2.75 6.75 9.50 2.00 4.50 0.12 0.05 3 3.00 1.00 1.35 6.75 4.50 1.37 0.50 0.50 3. 50 0.50 1.26 1.50 12.26 5.25 2.12 0.13 1.76 6.66 4.70 3.06 2.60 0.26 0.31 0.25 0.55 0.35 5.12 4.30 1.12 0.25 0.01 0. 12 0.12 0.12 0.69 0.25 3 8.50 1.37 0.26 3.97 3.56 0.25 3.25 6.13 0.53 0.07 0.13 0.60 3.75 2.50 9.35 9.30 0.75 0.75 0.13 0.07 0.37 1.10 3.30 9.76 6.26 0.75 1.50 1.00 0. 25 0.75 3.75 29.25 2.00 1.00 3 0. 50 0.90 0.26 1.60 3.50 5.25 0.13 2.14 0.27 0.50 3.00 4.25 7.12 0.01 0.01 0.76 1.12 1.23 1.33 1.60 1.32 2.06 0.25 0. 53 1.37 0.63 1.81 0.50 5.00 8.88 0.63 0.13 2.00 1.00 3.56 4.65 0.50 2.30 4.26 1. 50 0.38 23.03 8.03 5.75 3.45 0.63 1.04 3.53 2.33 4.3d 2.52 1.63 1.50 3 0.25 1.03 1.53 1.25 4.30 1.76 ) 3 3 . ] 3 0.81 3.6<: 0.31 0.40 1.93 2.60 1.26 3.i-.6 1.00 3.31 1.60 6.38 8.7c 0. If 0.13 2.60 3.13 2.00 21.00 3.37 0.94 0.06 3.75 2.08 4.39 0.50 1.81 2.18 0.06 0.12 0.62 1.00 3.76 2.50 2.62 2.36 1.51 D-8 MONTHLY PRECIPITATION RECORDS OF 10 YEARS OR LONGER AT STATIONS IN SANTA MARGARITA RIVER WATERSHED In Inches ( continued) HYDRO&RAPHIC UNIT NO. 5 ^continued) De Luz - Location No. 8S/4W-29H (continued) Seasonal Season July Aug. Sept. Oct. Nov. Dec . Jan. Feb. Mar. Apr. May June total 1629-30 31 32 33 34 0.12 0.50 0.31 1.13 1.50 0.25 1.98 3.26 7.87 1.31 9.62 9.26 1.93 1.00 7.25 3.00 1.00 5.60 7.13 0.12 3.14 4.60 0.25 2.60 2.76 0.48 0.43 2.37 0.50 0.18 0. 60 20. 1<; 13.37 23.98 10.79 16.76 1934-36 36 37 38 39 0.25 1.60 0.26 5.81 0.26 2.07 1.00 0.06 5.86 0.50 10.37 3.25 10.76 4.58 3.13 2.86 4.12 3.96 13.25 10.87 12.69 2.74 4.60 2.96 7.37 14.22 1.86 2.76 1.13 0.50 1.3-' 0.43 3.26 0.38 0.31 3 3 0. 36 25.67 19.39 38.43 34.76 23.4 6 1939-40 6.25 0.60 0.37 0.50 6.94 7.45 1.00 2.21 24.22 1945-46 47 1.13 7.99 6.71 3.01 0.28 0.73 0.90 0.86 4.74 1.12 0.83 0.35 13.46 IE. 24 1363-54 0.40 0.69 1.36 9.07 4.76 6.66 3.20 3 22.33 Santa Rosa Ranch, Bl - Location No. 8E/3W-71i2 Seasonal Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb . Mar. Apr. May June total 1943-44 0.43 8.06 1.28 7.10 1.03 1.36 19.31 1944-45 46 47 48 49 1.20 3 0. 0. 0. 31 28 61 8.72 0.16 7.76 5.37 3.07 1.42 1.10 1.43 7.20 4.63 0.65 1.96 3 3.04 2.98 2.58 3.36 3.02 4.38 1.81 3 0.64 0.27 1.62 3.66 19.65 14.63 14.64 3.29 13.33 1949-50 51 52 53 3 0.70 1.70 1.63 2.16 3.95 2.23 2.63 4.94 2.00 2.42 13.10 0.86 3 0.32 8.63 3.70 2.34 0.33 0.67 3. 98 3 0.11 3 3 10.56 7.85 29.78 12.87 Santa Rosa Ranch (Ri Bnch Hoi use) - Location No. 7S/4W-36Q Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Seasonal total 1922-23 24 0.36 1.86 6.36 2.12 3.66 0.73 1.55 3.65 6.69 2.81 12.22 14.66 1924-25 26 27 28 29 0.16 0.20 0.66 2.83 1.33 0.71 1.60 0.97 3.00 4.07 1.50 4.21 3.09 4.74 4.66 4.23 0.66 1.83 1.49 0.82 3.61 1.59 5.84 24.93 2.60 3.82 2.68 3 4.39 3.12 2.39 3.20 11.35 1.16 2.28 0.67 0.60 3.23 1. 64 17.00 26.96 39.91 16.39 19.23 1929-30 31 32 33 34 0.39 0.08 1.00 0.09 3 0.60 0.39 2.16 0.40 3.55 4.18 0.24 3 3.i4 4.17 7.77 10.16 3.38 1.57 9.55 4.83 1.38 6.30 11.88 0.19 3.73 6.32 0.42 0.13 0.65 1.45 1.33 1.45 6.^2 0.97 0.53 0. 0. 1. 19 12 31 24.33 16.37 30.26 18.35 19.06 1934-35 36 37 38 39 3 3 0.36 2.94 6.18 0.27 2.13 1.30 0.30 3 0.22 6.37 0.84 11.07 4.02 9.93 4.78 3.91 3.00 4.22 4.66 15.17 12.55 16.48 3.14 6.69 2.86 9.37 16.28 2.78 3.20 0.90 0.72 1.73 1.13 0.87 0. 26 33.33 21.37 43.10 41.63 21.72 1939-40 41 7.89 0.82 1.61 0.80 0.80 0.56 11.13 8.82 2.89 7.35 9.70 0.40 8.35 3.64 6.09 1.87 29.98 42.44 1948-49 oa 0« 0» 0.50 3.63 6.44 2.46 1.96 1.15 16. 04^1 1949-50 51 62 S3 64 0.09 0.02 0.42 0.08 3 0.06 1.75 1.45 l.OS 4.83 0.20 3.00 1.57 7.66 6.19 3.03 4.38 2.99 11.86 3.01 11.29 1.73 1.09 3.06 3 4.76 1.47 1.15 9.05 2.36 5.20 0.88 3.30 1.42 1.00 0.31 0.02 13.62 3.25 33.16 17.26 22.64 MONTHLY PRECIPITATION RECORDS OF 10 YEARS OR LONGER AT STATIONS IN SANTA MARGARITA RIVER WATERSHED In Inches ( continued) HYDROGRAPHIC UNIT NO. 6 Fallbrook (No. 6) - Location No. 9S/4W-24B D-9 Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Her. Apr. May June Seasonal total 1911-12 13 14 3 T 3.09 3 T T 3.15 3 T 0.10 0.85 3.15 0.14 1.11 2.69 1.38 3 1.48 0.49 1.92 9.75 4.26 4.88 8.31 0.57 0.98 2.89 3.29 1.34 0.90 T 0.11 0.07 0.31 0.38 14.13 9.31 21.75 1914-15 16 17 18 19 3.07 3 0.18 T 0.29 3.37 T T T 3.04 0.57 T T 0.S9 3 1.52 0.37 0.69 1.25 0.48 0.33 0.46 2.11 3.67 3.73 3.16 3 1.10 7.84 18.97 4.25 2.63 3.63 7.63 2.39 3.44 3.67 3.31 3.59 1.41 3.63 8.81 2.47 3.73 2.46 0.10 0.52 1.71 0.13 0.93 0.18 0.13 T 27.18 27.49 17.31 15.92 10.84 1919-20 21 22 23 24 3 0.12 T T 3 T 0.17 T 3 O.Bd 0.36 1.31 3.11 3.96 1.36 3.75 3.23 3.83 3.85 1.35 1.94 3.39 1.68 1.16 13.52 3.58 1.89 3.60 4.52 4.76 2.34 1.43 3.17 0.68 4.35 2.17 6.11 2.56 2.67 3.65 4.93 0.79 0.11 3.39 1.54 1.49 0.38 3.41 0.90 T 0.03 14.36 14.59 28.63 12.45 10.77 1924-25 26 3 3 T 3.33 T 3.47 3.34 3.88 3.75 3.33 1.39 0.29 1.04 3.98 4.22 1.81 0.09 1.85 8.65 0.26 0.33 0.55 3.35 10.46 19.26 Santa Mar 'garlta Ranch - Location No. 10S/4K-18F Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June Seasonal total 1913-14 3 3 3 0.34 1.82 0.70 2.33 3.74 0.80 1.03 3.16 10.29 1914-15 16 17 18 19 3 3 0* 3.20^ 3 3 3 3* 3.138 3 3 1.32 3» 3.23« 3 J 3 0^ 3.53* 1.56 3 3 3.35» 1.91 2.92 3.56 2.79 Oa 1.11 6.82 13.08 3.16 2.43 1.06 6.51 0.54 3.49 2.94 1.87 1.10 1.12 3.38 6.48 2.22 3 3 1.83 0.10* 3.42 3 0.34 0.26« 0* 18.90 18.30 13.31 12.52° 9.69'' 1919-23 £1 22 23 24 3 3 3.38 3 3.23 3 J 3.69 3 J. 24 3 3 1.33 1.37 1.03 0.18 3.62 3.39 0.63 3.14 3.97 3.79 1.74 3.75 9.91 2.48 1.38 3.46 3.74 3.98 1.77 3.48 2.25 3.73 3.07 2.15 3 3.31 2.38 2.02 3.60 3.97 3.62 3.35 0.31 1.86 0.92 0.60 2.63 3.34 3 0.08 3.14 3 10.76 11.76 21.41 10.07 8.24 1924- ii5 26 27 28 29 J 3 3 3.39 3 3 3 3 3 3 3 3 3 3 3 3.55 2.74 3.13 3.82 3.43 3.^5 3.64 1.84 3.33 3.72 2.25 3.39 3.13 4.17 2.72 3.17 3.37 3.68 3.62 1.66 3.55 4.70 13. 14 1 . 23 1.18 1.55 0.14 3.64 1.50 1.43 1.66 8.66 3.44 3.12 1.32 0.26 0.30 0.39 3 0.33 7.8- 13.14 23.35 11.97 9.21 192.-'-33 31 32 33 34 3 3 3 3 T 3 3 3.44 3 T 3.41 3 3 3.3-' 3.45 3.93 1.33 3.39 2.31 2.61 3.27 3 6.37 2.45 3.49 5.85 2.89 1.48 6.33 3.77 3.99 4.95 5.69 3.37 1.82 3.27 3 . 2V 3.19 1.17 0.27 2.11 0.84 3.63 3.34 3.61 3.39 T 0.48 0.06 3.36 1.05 14.47 13.60 18.36 11.79 9.00 1934-35 3d 37 33 39 3 3 3 3.19 T 3.64 3 3 3 3.26 3 3 3 3.56 3.1'^ 4 . 32 3 3.43 2.46 0.76 3.33 3.14 3 3.48 3.58 5.97 1.95 6.76 3.63 3.69 2.16 1.39 3.33 4.18 7.34 7.37 5.99 2.34 2.72 1.23 5.43 7.13 2.33 1.56 3.53 3.67 1.34 3.38 0.04 0.28 0.51 0.14 18.95 11.56 27.35 18.53 14.91 1939-43 41 42 2.56 3 0.49 0.98 0.71 3.74 (S. 3.43 6.33 easonal 6. 32 3.33 total onl 5.27 4.42 y) 0.10 7.31 3.29 4.32 3 3.96 0.12 18.84 27.88 14.82 a. Estimated. Partially estimated. TABLE D-3 SEASONAL PRECIPITATION RECORDS OP OTHER STAT lOfB WITHIN AND ADJACENT TO THE SANTA MARGARITA RIVER WATERSHED In Inches Season ■ Precipitation Season ; Precipitation Season Precipitation Hydrogr af*iio Unit No- 1 Muprleta Hot Springs 7S/3H.13N Santa Rosa Ranch 7S/3W-19C Santa Rosa Ranch 7S/3W-34G (Gate) (Mesa) (( )ontlnuod) X9»*6-47 6.12 U8 7.43 1923-24 8.50 1929-30 22„87 k9 9.91 31 13.64 50 6.26 1924-25 8.9^ 32 25.84 26 19 99 33 16.52 Pauba Ranch (Station A) 7S/2tf-26A 27 28 30.21 12.49 34 18.58 1919-20 13.94 29 12,00 1934-35 25c77 21 11,06 36 18.97 1929-30 19.87 37 42,07 Santa Rosa Ranch 7S/UV-^2eP 31 11.06 38 39.79 (Clenega) 32 33 20.78 13 = 97 39 20.57 1924-25 9.20 34 9.50 1939-''+o 28,08 26 25.85 41 42.60 27 33.95 1934-35 20.56 28 17.28 36 13.00 Santa Rosa Ranch (E) 7S/3W-32P 29 . 17. '+2 37 27 78 38 26.22 1942-43 28.92 1929-30 22 J7 39 16. M2 44 1963 31 19.98 ^5 20 38 32 22.52 1939-'+o 22.52 46 16.41 33 19.66 41 30.5^ 3"+ 16.18 19't7-'*6 10.09 Santa Rosa Hanah 7S/3W^34G 49 13=63 1934-35 29=78 (Mesa) 50 10.95 36 I8c29 51 7o80 37 38.42 1922-23 5.62 38 36.90 24 11.75 1952-53 9.1? 39 21.72 1924-25 15,06 1939-'+o 27.62 26 25,48 k\ 40.57 27 28 29 35 29 16.33 18.63 Hydrographlo Unit No, 2 Aguanga (Upper) 8S/2E-7D Aguanga (Upper) 8S/2E-.7D Coahuila 7S/3E..3IM (oontinued) X928-29 8.68 1911-12 15 67* 1939-40 l4 . 08* 13 4,43 1929-30 17.01 4l 24 20a 14 18 87 31 8.75 42 14- 93a 32 18.16 "+3 13.28* 1914-15 27.95 33 11.64^ 44 l4„ooa 16 22.70 34 4.62*' 17 14.13 1944415 10. ,4 5* 18 15,00 ! 1934-35 13 77* H6 12.89* 36 8.22» 47 10.73* Ransho Ramona 6S/1E-7P 37 22 02* 48 7-68* 36 3? 15.71* 13. 03^ Ania (Cartisr) 7S/3E-4K 1950-51 4.25 I 1 19^J9^50 10,50 1 51 13. "^O 1 52 33^77 1 53 17.20 14.83 54 D-12 SEASONAL PnECIPITATION RECORDS OP OTHEH STATIOIIS WITHIN AND ADJACENT TO THE SAMPA MATICARITA RIVER WATERSHED In Inches (ocntinuedl Season ■: Preolplttttlon Sei^on Precipitation Soaaon Precipitation Hydrcgraphl<» Unit No 3 Agu&nga No. 1 (Lower) 8S/1E-34C Aguanga No„ 1 (Lower) 8S/1E-34& Radeo es/lE-19a (continued) 1908-09 ll<,94* 1919-20 15.02 1951-52 19'!«> 53 11.65 1909-10 15o42 21 8.10 51* 12.04 11 13.33 22 2lt,i7 12 12.83 23 80 35 Vail Lake 8S/IW-IOM 13 8.19 24 IO082 lU 15.43 1924.- 25 7. 18 1952-53 9-43 54 11.55 1914-15 2O069 26 16.04 16 22.92 27 19-71 17 10.69 28 8..48* 18 l4o02 19 10.17 Pauba Roiich OS/lW- lOR (Station K) 1523-24 10.77 25 6.64 26 17.>46 27 16.75 Hydrographie Unit -No. 5 Rr-isibotf :>S/2W-5D Santa Rosa Ranoh 1 C) 8S/4W-12P1 Santa Rosa Ranch (DR) 8SAW-12L (Honor Camp No, 2) 1942 43 44 27,87 1943-44 19.38 l')49.50 11. 6i; 19 5C' ;ii 12.99 45 18 93 1947-48 9o01 52 31.05 53 14.69 19^f8 49 12.86 1949=50 9-55 5^ 18.. 80 50 51 lo„?4 7.75 1951=52 31.22 rttf.lnbov/ 9S/3W- la (Stomberg) 195"? 5:! 13 22 Santa Rosa Ranch 8S/3W=7A (Saxnian) 1951-52 32.52 Santa Rosa Ranch 1 0) 6S/4U-12P2 53 I4cl3 1945-46 18.81 54 19^35 1943-44 45 19-58 19 00 47 16.79 48 12.06 iinntci, ftoaa Ranoh (B) 8S/3W-7M1 49 14.74 1947-48 ?..^3 1942' -43 2 9.. 24 1949 50 13„46 1(4 19»36 1950^51 7 96 51 9»74 19lki 47 13.81 1952-53 12.. 32 Sky Ranch 8S/5W-23R 48 9, 20 194^-50 l4o42 i9H50 10.13 51 11.^43 51 7.67 52 43,72 52 29-52 53 16.33 54 25 09 Hyrfrographio l)mt Nc. 6 Ji'ollbrook (Mo. 3) 9s Aw. 24k Fallhrciok (No. 3) 9S/3W. 24K Lake O'Neill 10S/4W-5a (oontinjed'l 1?36 .37 32 24 1953-54 10,70 36 21,98 19 ■19 4o 1^.80 39 17.00 4^ 43 Xo C5 ]8 -^4 SEASONAL PRECIPITATION RiSCOW)S OP OTHER STATIOtE WITHIN AND ADJACENT TO THE SANfA MARGARITA RIVER WATEHSHED In Inohea (oontlnued) Season Preolpltatlon Agua Tibia (No, l) 9S/IW-30Q 1931-32 33 1934-35 36 37 38 39 1939-40 41 42 43 21,67 15^72 9.40 23.40 12.28 33.63 19«65 15.34 17.41 30.49 17.29 19085 Agua Tibia (No. 2) 9S/lW^30H 1940-41 42 43 42.32 23„98 26072 Boneall Basin 10S/3W-10J 1939-40 41 42 43 16.06 27.10 16.76 15.90 Chihuahua Mountain 9S/3E-.35A 1911-12 13 14 15 15.19^ 13.53 26.02 26o84^ Chihuahua Valley 9S/3E-23E 1952-53 54 14.31 15.23 Cuyamaoa (Key Station)*^ Deadmanne Hole 10S/2E-1P 1911-12 13 14 1914-15 16 17 18 19 1919-20 21 22 23 24 17.31° 12.19 23.81 32.45 34.92 21, 4o 19-67 14.07 24.63 12.72 38.93 15.02 15.15 S eas on Preelpitatlon_ Season Preoipitation Adjaoeat to Watershed Elsinore 5S/5W^34r (Station 13602) 1916-17 18 19 15.69^ 11.94 8.37 1919-20 21 22 23 24 17 -18^ 11^3^ 31.59^ 12.36 10.60 1924-25 26 27 28 29 8.59 20.53 24„37 11.50 11.66^ 1929-30 31 32 18.95^ 12,59^ 23,27^ 14,07a I0o76^ 1934-35 36 37 38 39 22.89 13.71 31.82 25»9l 15-31 1939-40 41 42 43 16.40 36.02 14.60^ 19.48 1944-45 11.64^ 1946-47 13-76* 1948-49 50 51 52 13.01 10.32 8-18 22.75 Elslnofe 6S/5W-8K? (Key Station) Elsinore 6S/UW-2M (Railroad Canyon Dam) 1927-28 29 3.39 6.56 1929-30 31 32 33 34 15-73 9.68 16.62 9.67 7.90 ElBlnore 6S/4W.2M (Railroad Canyon Dam) (continued) 1934-35 14.89 36 7.78 37 20.95 38 16.53 39 11.80 1939-40 10.43 41 23.84 42 8.89 43 13.33 44 15.18 1944-45 9.94 46 7.29 47 7.98 48 3.86 49 6.75 1949-50 3.96 4.07 51 52 14.81 Esoondido No. 1° (Key Station) Pallbrook 9S/3W- 2 OH (H. E. White) 1909-10 18.29 11 17.70 12 16.65 13 10.59 14 23.66 1914-15 29.90 16 29.76 17 19.26 18 16.93 19 il,,74 1919-20 19.10 21 16.78 22 34.66 23 15.0,7 24 11.52 1924-25 11.59 26 21.96 27 28.33 28 12.63 29 12.80 1929-30 19,59 31 16.64 32 24.29 % 13.17 12.63 D-14 SEASONAL PRECIPITATION RECORDS OP OTHER STATIONS WITHIN AND ADJACENT TO THE SANTA MARGARITA RIVER WATERSHED In I nche B (continued) Season : Precipitation Season : Precipitation S eas on I Precipitation Adjacent to Watershed (continued) Pallbpook 9S/3W-2OH Fallbrook (No. 1+) 9S/3W-2OE Hemet Lake 6S/3E-7KI (H. E. White ) (continued) 1932-33 11.74 (continued) 193^-35 25.55 31+ 11.00 1919-20 23.83 36 16.39 21 15.23 37 3»t.51 1934-35 19.1+2 22 34. 2X 38 25.90 36 II+.5I 23 20.10 39 20.51 37 38 32.35 2I+.5I 2U 14.20 1939-'+o 21.00 39 17.38 I92I+-25 14.13 1+1 33.31 26 25.18 1+2 19.56 1939-*+o 19.09 27 30.86 «f3 2l„86 1+1 30.59 28 13.53 UU 15.66 1+2 1+3 16.87 19.22 29 12. 51+ 194Jt-»t5 13.1+2 1929-30 28.27 k6 11.95 Fallbrook (No. 5) 9S/UW~25R 3X 11.99 U7 10.21+ 32 27.61 48 7.86 1938-39 16.82 33 12.24 1+0 19.26 3t 6.12 Fallbrook (No. 1) 9S/3W-2IE 1+1 30.65 1+2 17.21 1934-35 20.56 1876-77 78 8.67 2I+.8I+ Vfil-.roAc \ jteele) ,sBr^n 36 37 16.87 31.34 79 7.70 1950*51 7.80 38 25.53 52 2I+.36 39 15.42 1679-80 20.1+5 53 12.1+7 81 13.1+7* 51+ 12,29 1939-I+0 21.12 82 12.2I+ 83 13-32 Hemet Lake 6S/3E-7KI Heraet Reservoir 6S/3E-7K2 m 1+0.77 1896-97 21.35'' I9I+0-I+I 30.82 1881+-85 12,70 98 13050 1+2 17.12 86 26.23 99 11,60 43 22.36 87 10,82 44 16.09 88 20.10 1899-1900 13.20 89 23.1+6 01 19.70 1944-45 16.37 02 16.22 46 16,65 188 9-90 26.91 03 19.33 47 18.24 91 19.68 01+ 7.61 48 10.50^ 92 13.'+9 49 13.52 93 21.27 1901+-05 28.57 9U 9.81 06 23.36 1949-50 13.01 07 29.85 51 10.58 189^'- 95 23"85 08 19.16 96 9.27 09 27,11 Meagher lOS/lW- 3M 97 21.58 98 10.96 1909-10 19^98 1937-38 18.58 99 8.70 11 12 21.17 17,68 39 16.05 1899-1900 13.1+7 13 Il+.IO 1939-40 20,1+5 01 16.60 lU 2I1.38 41 31.25 02 12,1+5 42 18.31 03 23.1+9 19l'+-15 16 17 18 19 27.27 25.1+1+ 17.31+ 16,57 15=78 43 18.70 SKASONAL PRECIPITATION RECORDS OF OTHER STATIONS WITHIN AND ADJACENT TO THE SANTA MARGARITA RIVER WATERSHED In Inches (continued) Season Preclpita-tlon Season Preolpltatlon Adjacent to Watershed (eontinuedj Mendenhall Valley 10S/1E-2R Oceanside (No. l) IIS/5W-26E 1911-12 13 l4 15 16 30.95 24,69 37.40 53.72 45.62 Mount Palomar 9S/lE.27a 1938-39 29.07 1939-40 41 42 43 44 24,83 42,01 20.59 28069 27,41 1944-45 46 23,21 26.77 Nellie 10S/1E-9H 1901-02 42.45 1904-05 06 07 54.01 77.40 '*9-96 1909-10 11 12 13 14 44.21 44 96 39 06 39.59 52.95 1914-15 16 17 18 19 67.19^ 65.12 44.57 30.85 28,83 1919-20 21 22 23 50.701 32.04 73.208- 33.93a Oceanside, C.A.A. iis/5w-i3a 1945-46 47 48 49 10.40 8.85 6.36 8.27 1949-50 51 7-46 5>82 1892-93 94 1894-95 96 97 98 99 1899-1900 01 02 03 04 1904=05 06 07 08 09 13.10 6.95 14,33 7ol2 16.08 60 91 4.99 9-61 9.20 8,76 14.14 4.52 16.29 15-45 11.33 9-4l 10,57 Oceanside (No. 2) IIS/5W-26C 1909-10 11 12 13 14 1914-15 16 17 18 19 1919-20 21 22 23 24 1924=25 26 11,12 12.26 11,67 6.50 14.15 22.12 17.42 14.29 10.50 8.62 9.27 10.. 64 19.06 9c.o4 60O6 6.19 12 44 Oceanside (No. 3) 11S/5W=26D 1926=27 28 29 1929 30 31 32 33 34 11.7*+" 11.19 7.54 13-77 11. 22 17.57 11,66 7.97 Season Precipitation Oceanside (No, (continued) 3) nS/5W-26D 1934-35 36 37 38 39 19.26 7.70 22.98 15. ^+3 13.80 1939-'+o 41 42 43 14.95 24.95 12.61 13-37 Oceanside (No, 4) 11S/4W.19E 1926-27 28 29 15^97 10.88 8.62 1929=30 31 32 33 34 11.84 10,26 15.40 11.88 8.90 1934-35 36 37 38 39 21 47 6.67 23.40 14.83 12.79 1939-'tO 41 42 43 15.54 26.80 14.76 15.55 Oceanside (No. 4a) I1S/5W-24C 1924-25 26 27 28 29 6.13 13.60 16.05 11.09 8.62 Oceanside IIS/4W-I9P (Crouch) 1873-74 16.56 1874=75 76 77 78 79 5.59 9.80 3.41 15-3't 7.81 D-16 SEASONAL PRECIPITATION RECORDS OF OTHER STATIO^E WITHIN AND ADJACENT TO THE SANTA MARGARITA RIVER V/ATERSHED Ir; Inches (continued) S eas on Precipitation Season Precipitation S eas on Precipitation Oeeanslde llS/4\ (f-19P (Crouch) (continued) 1879-80 14.24 81 9.16 82 9o25 83 4o84 84 25.66 1884.85 8c6l 86 16,72 87 8.28 88 9'55 89 10,88 188 9=90 14.90 91 10.36 92 8.47 93 9v21 94 4.87 1894-95 11.67 96 6.16 'n il<,70 98 5c 06 99 5., 07 1899-1900 5.29 01 10.43 02 5.61 03 11.70 04 4.4o 1904-05 14.32 06 14.99 07 10.26 08 8.36 09 10.23 1909=10 9.72 11 12.41 12 11.32 13 6.06 14 10o21 1914-15 14.49 16 13.. 70 Pala 9S/2W.27L 1939-40 16,30 41 30.28 42 16.88 43 18.44 Paloraa Valley 6S/3W-22G 1939-40 11.00 41 26,09 42 10.49 43 18.69 44 15.99 ."idjaoent to Watershed (continued) Paloraa Valley 6S/3W.22G (continued) 1944-45 46 47 48 49 13.39 11.22 9»85 6.93 9^82 1949-50 51 52 6=63 4.28 20.33 Palonar Mountaj 9S/1E-34B in Observatory 1942-43 44 16.34 27.41 l9l^4-45 46 48 49 23.22 26,77 24.86 19^43 24„47 1949-50 51 52 5*+ 15.89 18.29 50,63 20^,13 30.05 Puerta La Cruz 10S/3E^17K 1911-12 Xi 15 16 17 13.84 no53 19.52 28.06 30.51 15-10 Red Mountain Ranch 9S/3W-16R 1925-26 27 28 29 18«08 22c69 11" 97 12.42 1929-30 31 32 33 34 I8v59 15c 55 22.36 11.75 12.39 1934-35 36 37 38 39 21.51 14.69 34,52 24.84 18,66 1939-^0 41 42 "+3 19.02 30.19 17.29 20,36 Rincon of V/arner Ranch 10S/2E-16K 1913=14 16 27.20 42.71 45.18 San Jacinto (Key Station)' San Luis Rey IIS/4V/-5K 1901-02 03 04 9<74 14.88 6.51 1904-05 06 07 08 09 19.80 23.26 15.10 10„63 17.30 , 1909-10 11 12 13 14 10o99 11.19 11.97 6.87 17.33 1914-15 16 17 18 19 21.91 20.10 15.43 12.59 8,07 1919-20 21 9.23 10,63 Tripp Plats 7S/2E-3P 1948-49 50 51 52 9.77 12,85 11.58 26.23 Wight 9S/2W.31P 1929=30 31 32 33 34 160 02' 13.54 19.9^ 13.20 7»35 1934-35 36 37 38 39 17.07 io„76 27.50 16,85 13,^61 1939-40 41 42 43 16. o4 25.61 16, 40 14.49 D-17 SEASONAL PRECIPITATION RECORDS OP OTHER STATIO^B WITHIN AM) ADJACENT TO THE SANTA MARGARITA RIVER WATERSHED In Inches (oontinued) Season : Precipitation Season : Preolpltatlon Season : PreolpltatJ.on Adjacent to Watershed (oontinued) 19'to-Ui a. Partially estimated. b. Partial season. 0. See Table k "Seasonal Precipitation and Indices of Wetness at Key Stations", Chapter II. :/2W^27E Winchester (USWB) 5S/2W-27E Winchester (USWB) 5S/2W-27E (oontinued) (oontinued) 20.17 9.33^ I9I+U-I+5 12.05 1949-50 6.85 51 4.44 12.86^ 1+6 9.69^ 12.07a. 47 48 49 8.86 6,86* 8.85 I APPENDIX £ RECORDS OF STREAM AND SPRING DISCHARGE NOT PREVIOUSLY PUBLISHED (E-1) TABLE OF CONTENTS RECORDS OF STREAM AND SPRING DISCHARGE NOT PREVIOUSLY PUBLISHED Table No . E-1 Page I Daily Discharge Measxireraenta at Gaging Stations Established by Division of Water Resources Coahuila Creek, near Anza, I95O-5I Coahuila Creek, near Anza, 1951-52 Coahuila Creek, near Anza, 1952-53 Coahuila Creek, near Anza, 1953-54 Cole Canyon Creek, near Murrieta, 1952-5 Cole Canyon Creek, near Murrieta, 1955-5 Lancaster Creek, near Radec, 1950-51 Lancaster Creek, near Radec, 1951-52 Temecula Creek, near Aguanga, I95O-5I Teraecula Creek, near Aguanga, 1951-52 Temecula Creek, near Aguanga, 1952-53 Temecula Creek, near Aguanga, 1953-54 Temecula Creek, near Oakgrove' Valley, Temecula Creek, near Oakgrove Valley, 1951-52 Temecula Creek, near Oakgrove Valley, 1952-53 ............. Temecula Creek, near Oakgrove Valley, 1955-54 ........ Temecula Creek, near Radec Temecula Creek, near Radec Temecula Creek, near Radec Temecula Creek, near Radec, 1953 Santa Gertrudis Creek 1952-55 ..... Santa Gertrudis Creek, near Temecula l953-5if Warm Springs Creek, near Murrieta, 1952-5 1950-51 1951-52 1952-53 5-54 near Temecula, Warm Springs Creek, near Murrieta, 1953 --II E-2 Daily Discharge Measiirements at Points, with Less than One Year of Record, on Temecula Creek Temecula Creek, above Aguanga Valley, I955 . Temecula Creek, below Aguanga Valley, 1954 . . E-3 Miscellaneous Measurements of Stream Discharge , E-[|. Miscellaneous Measurements of Spring Discharge . tl E- E- E- 5 E^ 6 E- 7 E- 8 E- 9 E-10 E-11 E-12 E-1^ E-llj. E-15 E-16 E-17 E-18 E-19 E-20 E-21 E-22 E-23 E-2i| E-25 E-26 E-27 E-28 E-29 E-k3 (E-2) E-5 APPENDIX E TABLE E-1 COAHUILA CREEK^ NEAR ANZA Loeatlon and deaorlption : Water-stage recorder, latitude 33°31'30"p longitude Il6°'t8'20", In Section 31, T.7S., R,2E. , on Parks Ranch, about 8 miles west of Anza, Riverside County. Elevation of gage about 3,360 feet. Drainage area : 80 square miles , Records available : December 18, I95O, through September > 1954, Division of Water Resources. Remarics: Records fair, control for station is small concrete dam. Storm flows estimated by application of broad-crested weir formula. No regulation or diversions above station. Dally discharge. In second-feet, for the year ending September JC, I95I Day Cot. : Nov. : Dec. Jan. Feb, Mar, Apr. May : June ; July ; Aug. ; Sep. 1 2 3 5 6 7 8 9 10 11 12 13 15 16 17 18 19 20 21 22 li 25 26 27 28 29 30 31 0.05 0,05 0,05 0.05 0.06 0.05 0.05 0.05 o.o4 .05 .05 .05 .05 .06 .05 .05 .05 .04 .06 .05 .05 .05 .06 •05 .05 .05 ,04 .06 .05 .06 .05 .06 .05 .05 .05 .04 .06 .05 .06 .05 .,06 .05 .05 0O5 .04 .06 .05 .06 .05 .06 c05 ,05 .05 .04 .06 .05 .06 .05 .06 .05 .05 .05 .04 .06 .05 .06 .05 .06 .05 .05 .05 ,04 .06 .05 .06 .05 .06 .05 .05 .05 .04 .06 .05 .06 c05 .06 '05 0O5 .05 .04 .06 .05 .06 .05 .06 .05 .05 .05 .04 .06 .05 0O7 0O5 .06 .05 .05 .05 ,04 .06 .05 = 07 «05 .06 .05 .05 .05 .04 .06 .05 ,06 .05 .06 0O5 .05 .05 .04 .06 .05 .06 .05 .06 .OS .05 .03 .04 .06 .05 .06 .05 .06 .05 .05 .05 ,04 .06 .05 .06 0O5 .06 .05 0O5 .05 .04 0.06 .06 .05 .06 ^05 ,06 .05 .05 .05 .04 .06 .06 .05 .06 .05 ,05 ,05 .05 .05 .04 .06 .06 .05 .06 .05 0O5 .05 0O5 .05 .04 0O6 .06 .05 ,06 .05 0O5 .05 .05 .05 .04 .05 .06 .05 ,06 .05 ,05 .05 .05 .05 .04 .05 c06 .05 .06 .05 .05 .05 • 05 .05 .04 ,04 .06 .05 .06 .06 0O5 .05 .05 .05 .04 .ot .06 .05 .06 .06 .05 0O5 .05 .05 .04 .04 «06 .05 .06 .-06 .05 .05 .05 .05 .04 .04 .06 ,05 .06 ,06 .05 .05 .05 .05 ,04 .04 .06 0.05 .06 .06 .05 .05 .05 .05 .04 .04 .06 .06 .06 .05 ,05 ,05 .05 ,04 c04 .06 .04 0.06 .05 0.05 • 05 .05 0-04 o.o4 005 0.04 0.05 0.05 0.05 Total sec. ft. days 1.83 l.4o 1.81 1,57 1.73 1,50 1.55 1,55 1,20 : Year : period Mean sec. ft. «K O0O6 0.05 0.06 0,05 0.06 0,05 0.05 0,05 o.o4 __ Max. 860. ft. — ■> 0.06 o„05 0.07 0,06 0.06 0.05 0,05 0.05 0,04 _. Mln. sec. ft. „ 0.05 0.05 0,04 0,05 0.05 0.05 0c05 0,05 0.04 ^_ Total ao. ft. «<3 3.6 2o8 J,6 .A4,,_.. 2.4 2,0 3,1 J.l 2.4 ._ E-4 COAHUILA CREEK, NEAR ANZA (continued) Location and description : Water-stage recorder, latitude 33031' 30", longitude Il6°lt8'20", in Section 3I, T.^.p R.iE., on Parks Ranch, about 8 miles west of Anza, Riverside County. Elevation of gage about 3,360 feet. Drainage area ; 80 square miles Records avallable s December 18, 1950, through September, 195!+, Division of Water Resources. Remarica ; Records fair, control for station is small concrete dam. Storm flows estimated by application of broad-orested weir formula. No regulation or diversions above station. Day Oct. Daily discharge, in second-feet , for the year ending September 30, 19^2 June ; July Novo Dec. Jan. Febo Mar. Apr. May Aug. jep. 1 0.04 o,oi+ 0,05 0.11+ O0O5 2.2 0.07 0.08 0.05 0.05 0.05 0,05 2 .01+ .03 0.05 0.05 .05 0,5 0.07 .08 .05 .05 .06 .05 3 cOt .01+ 0.05 0.05 .05 0.08 0.07 ,08 .05 .05 .06 .05 4 .01+ .01+ 0.05 0.05 .05 0.06 0.07 .08 ,05 .05 .06 005 5 .04 005 0.06 0.05 .05 0.06 0,07 .06 .05 .05 .06 .05 6 .01+ .05 0.01+ 0.05 .05 0.06 0.08 ,06 ,05 .05 .05 .05 7 .01+ .o^ 0001+ 0,05 .05 0.6 0.08 .06 .05 .05 .05 .05 8 .oi» .05 0.01+ 0.05 .05 1+08 0,08 .06 .05 .05 ,01+ 005 9 .01+ .05 0.01+ 0005* 0O5 1.0 0,08 ,06 .05 .05 .01+ .05 10 .01+ .05 0001+ 0.05 .05 7o9 0.6 .06 .05 .06 ,01+ .05 11 .01+ .05 0001+ 0.05* .05 80 1.1+ .06 .05 .06 .01+ .05 12 .OU ,05 0.06 0.05 .06 1+0 0.08 .06 ,05 0O6 .01+ .05 13 .01+ .01+ 0005 6,0 .06 1+.8 0.08 .06 0O5 .06 ,01+ ,05 14 .01+ .01+ 0005 0,6 0O5 1+.2 0.08 .06 «05 ,06 ,01+ .05 15 .01+ .01+ o,oi+ 0c06 0O5 2.3 0.08 .06 .05 .06 «05 ,05 16 .01+ .01+ 0.01+ 13 .05 86 0.08 .06 ,05 .06 .05 .06 17 .01+ .01+ 0.01+ 8.8 .05 37 0c08 ,06 .05 .05 .05 006 18 .01+ ,01+ o,oi+ 130 .06 8.1 0,08 .06 .05 .05 .06 .06 19 .01+ .05 0.01+ 8,5 .06 0.1+ 0.08 .06 0O5 ,05 ,06 .05 20 .01+ ,05 0.01+ 0,06 .06 0.08 0.08 .06 .05 ,05 .06 .05 21 001+ .05 0001+ o„o6 ,06 0,08 0.08 .06 .05 .05 .06 ,05 22 ,01+ .05 0.01+ 0.06 .06 0.07 0.08 .06 .05 .05 ,05 ,05 23 .01+ ,05 0.01+ O0O6 .06 0.07 0,08 0O6 .05 .05 .05 .05 2U .01+ .05 0.05 0.06 .06 0.08 0.08 .06 ,05 .05 .05 .05 25 005 .05 0,05 0,06 «o6 O0O7 0.08 ,06 .05 .05 .05 ,05 26 .03 .05 0005 0,06 .06 0.08 0,08 .05 ,05 .05 .05 .05 27 .03 .05 0.05 0.06 ,06 0.07 0.08 .05 .05 .02 .05 .05 28 003 .05 0.06 0.06 .06 0.07 0.09 .05 .05 .01 .05 .05 29 .03 .05 0.06 0,06 Oc06 0,08 0.08 .05 .05 .03 .05 .05 30 .03 o„05 l+l o„o6 0,08 0,08 .05 0.05 ,01+ .05 0.05 21 0.03 2-2 0,06 0.07 O0O5 0,05 0.05 Total see, ft, days 1.19 1,39 1+5.3 368 1,59 2I+5 1+.20 1.88 1.50 1.52 1,56 i'"?? : Year 1 period Mean sec. ft. o,oi+ 0.05 1.1+6 5.'t2 0.05 7.90 O.1I+ 0,06 0.05 0,05 0.05 0.05 1.30 Max. sec. ft. O0O5 0.05 1+1 130 0,06 86 1.1+ 0.08 0,05 0.06 0,06 0.06 130 Min, sec. ft= Oc03 0.03 0.0I+ 0.05 0.05 0,06 0.07 0^05 0.05 0.01 o,oi+ 0.05 0.01 Total aco ft. 2.1+ 2.8 90 333 3.1 1+85 8,3 h7 ?.o 3.0 2.1 2-0 91+0 * Estimated. E-5 COAHUILA CREHC, NEAR ANZA (oontlnusd) Looatlon and deaorlptlon -- Water-attge recorder, latitude 33°31'30"i longitude 116,%8'20", in Sootlon 3I, T,7So, R<,2Eo, on Parks Ranch, about 8 miles west of Anza, Riverside County. Elevation of gage about 3,360 feet, Draineige area ; 80 square miles. Records available ; December 18, 1950, through September, 195*t, Division of Water Reeouroes. Remarks : Records fair, control for station is small concrete dam. Storm flows estimated by application of broad-crested weir formula^ No regulation or diversions above station. Daily discharge, In seoond-feet, for the year ending September 30, I953 Day ■; Ootc : Novo Deo. ; Jan i Feb, e Mar. ; Apr: s May : June - July I Aug, = oepi • 1 0,05 0:06 0.06 0„07 0.06 0.3 0,06 0,06 0,05 0.05 0,04 0.04 2 .05 c06 0.08 ,06 .06 A .06 ,06 -05 ,05 ,04 .04 3 .05 ,06 0.06 ,06 .06 = 9 = 06 ,06 ,05 ,05 ,04 .04 k .05 .06 0006 c06 .06 .2 ,06 ,06 0O5 ,05 ,04 ,04 5 .05 ,06 0,06 .06 0O6 .06 ,06 ,06 ,05 .05 ,o4 .04 6 .05 = 06 Oc06 c08 ,0*^ ,06 ,06 ,06 ,05 ,05 ,04 ,04 7 ,05 .06 0.06 o"?* ,06 .06 .06 ,06 ,05 .05 ,04 .04 8 .05 .06 0.06 ,06* .06 .06 ,06 .06 ,05 ,05 ,04 .04 9. .05 .06 O0O6 .08 0O6 0O6 .06 ,06 .05 ,05 ,04 .04 10 .05 .06 Oc06 C.08 0O6 ,06 ,06 = 06 ,05 .05 ,04 = 04 11 = 05 .06 0.06 ,08 .06 0O6 ,06 ,06 ,05 =05 ,04 ,04 12 „05 =06 0,06 .08 .06 .06 .06 0O6 .05 .05 ,04 ,04 13 ,05 .06 0,06 = 03 ,06 .06 ,06 .05 .05 ,05 ,04 .04 lit .05 c06 0.06 ,08 ,06 ,06 ,06 .06 .05 ,04 ,04 ,04 15 c05 .07 Oc06 0O8 ,06 .06 c06 .06 ,06 .04 ,04 „o4 16 0O5 .h O0O6 .07 „06 .06 c06 ^05 ,06 ,04 ,04 ,04 17 .05 0O5 2.3* .07 .07 ,06 ,06 ,05 ,06 ,04 ,04 .04 18 ,05 0O5 Oc7* .07 ,07 = 06 ,06 ,05 ,06 ,04 ,04 ,o4 19 .05 0O5 Oc06* <,07 «o7* ,06 ,of; ,05 ,06 ,04 .04 ,04 20 .05 = 05 3=8* .07 .07* .07 0O6 ,05 ,06 ,04 ,04 ,o4 21 ,05 .05 0,6* .07 <,07« 06 .It ,05 ,06 ,04 = o4 .04 22 .05 c05 0.06 o07 0O7* ,06 A ,05 ,06 ,04 ,04 ,o4 23 .05 .08 O0O6 .07 ol* ,06 .07 ,05 .05 ,04 ,04 .04 2k .05 .06 0.06 .07 .07* ,06 ,06 .05 .05 o04 .04 ,o4 25 0O5 ,06 O0O6 c07 o3* ,06 ,06 ,05 .05 ,04 ,04 ,04 26 .05 = 06 0.06 »07 „08 .06 .06 ,05 „05 ,04 ,o4 .04 27 .05 .06 0.06 <06 ,08 c06 = 06 ,05 ,05 ,04 .04 ,04 28 .,05 c06 0;08 .06 0,08 ,06 = 3 ,05 ,05 ,04 ,04 .04 29 .05 0O6 0.07 .07 0O8 .07 .05 = 05 ,01.} .04 ,o4 30 .05 0.06 0.07 = 07 ,06 0.06 ,05 0,05 ,04 ,04 0,04 31 0-05 o^L-_ 0,06 0c06 0,05 0,04 o,o4 Total apo, ft, days 1.55 2.11 9-52 2,62 2.09 3.4 ^ 2,74 1,69 1,58 1,37 1«24 Year 1,20 ;p9riod Mean seo. ft. Max, sec, ft- Min, sec. ft. 0,05 0,07 0,31 0,08 0,07 0,11 0,09 0,05 0,05 0,04 o,o4 o,o4 0,09 0-3 09 0.4 0.06 0=06 0,05 o.o4 o,o4 3,8 0,05 o=.4 3.6 JL^ Total ao, ft. 0,05 0,05 Oc06 0,06 0=06 0,06 0,06 0,05 0,05 0,04 0,04 0,04 0.04 3,1 4,2 19 1^ 4,1 6-e 5.it 3.3 3cl.„.2 ,7 2.3 2.4 62 * Estimated. ':-6 COAHUILA CRiCQC, NEAR ANZA (continued) Looatlon and cleserlptf-» n^ Water-stage reoordar. latitude 33''31*30", longitude Il6°ll8"20", in Section 31, T.7S.', R. 2E., or. Parks Ranch, about 8 milefi west of Anza, Riverside County, Elevation of ga«e about 3,360 feet.. Drainage area : 80 square mlleSc Records available ; Deceuber 18, 1?50» through Septenber, 1?5U, Division of Water Resources. R^aafk? Records fair, control tor station Is small conorets dam. Storm flovs estimated by application of broad -crested weir formula, iH.*J,.-.Jalt , Feb,, i Mar. ^ Apr, ;, May : June - Juijr^ Aug., * Sep-, ', 1 o^(M 0.-05 0.05 0.05 Oc06 0.06 Or07 0.-05 0.05 0.05 0.05 0,05 2 e(^ .05 1.05 .05 0.06 0.06 .07 .05 c05 .05 .05 .05 3 c04 .05 .OS »0S 0.06 0,05 ,06 cOS .05 .05 ,05 .06 k .on c05 c05 ,05 0<-06 O0O6 ,06 .OS .05 .05 .05 .06 5 .Ok .05 .05 .06 On 06 0.06 .06 .05 .05 .05 .05 .06 6 .ok oO^ .05 .06 Oc06 Oc06 .06 ,05 .05 .05 .04 c06 7 .04 .05 ^05 .06 0.06 0,06 -06 .05 .05 ,05 .04 „06 8 .ck .04 .05 .06 0.06 0.06 .06 .05 .OS .05 .04 .06 9 .ck .04 .05 c06 0.06 0.06 .06 .05 .05 .05 c04 ,06 10 .OU .04 .05 .06 o.c6 0.06 .06 .05 ,05 .05 .04 .06 11 .04 .04 =.05 „06 0,06 0„06 *06 .05 .05 .05 ,04 .06 12 .04 .04 .OS .07 0.06 0.06 .Oh. 05 005 ,05 .05 .06 13 • OS .oit .05 .07 0.4 0,06 .06 .05 ,06 05 .05 .06 14 .05 .05 .05 .06 1.2 0.06 .06 .05 .06 .05 .05 .06 15 .05 .05 ,06 .06 06 OcOS .06 .05 .05 .05 .05 .06 i6 .05 .05 ,06 ,06 0,07 0.0? .06 .05 .05 05 .05 .06 17 .05 .05 ,06 .06 0.06 0.58 .06 .05 05 .05 .05 .06 18 .^5 .05 .06 .c6 0c06 0.08 .06 "OS ,05 ,08 .05 .0^ 19 >05 .05 .05 .5 O-O6 0.07 .06 .05 .OS .05 .05 .05 20 ,05 .05 .05 ■ 3 0.-06 0.07 .06 -05 ,06 .05 .05 .05 21 .05 .0$ -OS ,06 0.06 0.08 .05 .05 .05 .05 .05 .05 22 .05 .05 .05 .06 0,06 7.2 .OS .05 05 05 05 .05 23 • or, .05 .05 .06 0.06 2.4 .05 ^05 05 .05 .05 .05 2k .05 .05 .05 07 0.06 1.4 .05 05 tos ,05 -05 .05 25 .05 • 'J5 ,05 .7 0,06 6.7 ■05 ,05 .05 .05 .05 .05 26 .05 .05 .05 .09 06 . 0.6 05 ,05 .05 .05 .05 .05 27 .05 .OS .05 .06 0,06 0,09 05 .05 .06 .05 ,05 .05 28 -0^ .05 .05 06 0,06 0.09 .05 .05 .06 .05 .05 ,05 29 .05 .05 .05 .06 0.09 .05 ,05 ,05 •.OS .05 .05 30 .05 0.05 .05 .06 0,08 0;05 .05 0.05 ,05 .05 0.05 ?1 0.05 0.05 0,06 0.07 0.05 0.05 0,05 Total see ft. days 1.43 1.44 i.59 3.20 Ji21-_20^ f7?. _1'55 X'SS 1.53 Year ?..h9 1.6^'- puc: jj Mean SfeJ, f.\. C.05 '^'^L- .-S«2i_- 0.10 'J..13 0.67 0.06 0.05 0,0c 0,05 0.05 006 0.1.1. Max, boo. fX. -. f.Olj 0.05 0.06 .0..7 1.2 ...IJ ... o._o2__ 0,0s 06 o.cd 0,05 0.06 7.2. Min Sbli. fx. • 0^j4 .a.o't G.05 05 o,ij6 0,0c _-2JiL.. 0.05 0.05 c,05 0.C4 0.05 04 Total a<;, fx. ^ 2^\ -v:^.. 5-,i 6^;, 7.3 Ml 1.4 ?.! ?•! ?•! '^ ,5 *•"! b^ cou; CANiroK creek, .»reu.R murpieta Location and descr i^p-tlon. Water-stage recorder, latitude 33°33*'+0"p loiigltude 117°1^' 10" In Seetior. 18_. ?-'/': '"'••?*'»j JCC'.'ipi upstream from I'lurrleta Cretk oonfluence, about 1 5 .nlles northwest oT Murrieta, R.l'-<»rsi.f ."^.3^'., 506 .reeM upstream from Murrietc Croek confluence, about 1,5 miles northwest of Muprieta, Riyersido Cowity. Flletreition of gage about 1,115 feet. Drcinage area s 8c 3 square mJ.las. Records available : December 26, 1952, through Way 17, 195'-'> division of Water Resources^ He oarh s ; Records fair, cobble ar.d sand botton, Jlo regulation or diversions above station. Daily (fAscIiarg a ^ in saoond-reet, for the year ending September 30, 195^ Ta;- : dot, : Nov. : Dect : Jan, : Fob. ; Mar- ; Ap-w : fiay •• J'jJie ; July : Axig. ; Sep 1 2 3 h 5 6 7 Q 9 10 11 12 13 lit 1? 16 17 18 19 20 21 22 23 2k 25 26 27 28 29 30 31 Qok 0.6 2. It 0.3 0c2 0.6 2,0 .2 0,2 0.5 1.7 .2 0.2 0.5 l.k ,2 0.2 0.5 lo3 ol 0.1 0.5 1.3 .08 0.06 0.1+ l.U ,06 0008 0.1+ 1.2 .04 o.oi; o,k 1,0 ,02 0.1+ 0.9 .02 o.k 0.8 .01 0.3 Op8 .01 35 0.3 0.0 .01 iJ5 0.3 0.7 .01 7^k 0.3 0.7 oOl k.k 0,4 O06 »01 3.1 2.0 O06 0„01 2.8 lol Oo5 73 2ol 0,6 oA 32 1.8 3.9 00 1.1 1.6 5.9 oA 1,3 31 0.4 1.1 15 0.1* 1.0 7.5 0.3 3'J 0o9 12 0.3 5c 0.8 h.2 0=3 2.6 0.7 3.2 0.3 1.9 0.7 2c6 o.U 1.3 2.0 0.4 loO 13 O.lf 0.6 J.-i ._ Total cecu : 132 111 114 2'» -« : Year : period see, ft, i '4.90 -.JxSL. 3..66 o„Sl „ „ sec. ft. : 73 liL. 31 2.U — __ l-lin. : sec. ft. ; _„2i^___ 0.3 ... Total &». ft. ; 301 220 ?;6 kQ LANCASTER CREE3C, NEAR RADEC Looatlon and description ! Watos^stage reoordor, latltuda 33°29'10", longitude 116 52>50", in Seotion 9, T.8S., R. IE., on Stardust Ranch, about 2,7 miles northeast of Radeo, Riverside County. Elevation of gage about 1,800 feet. Drainage area : II5 square miles. Records available : December 18, 1950> through December 29, 1951> Division of Water Resources. Remarks : Records poor. Diversions above station. Stream known variously as Wilson Creek, Cottonwood Creek. Control washed out by peak flow of about 200 cfs. on December 30, 1953-* Daily discharge, in seeond-faet, for the year endiiig September 30» 1951 Day Oct. : Nov. : Dec. Jan. Feb. Mar, Apr May ; June ; July ; Aug. ; Sep. 1 2 3 k 5 6 7 8 9 10 11 12 13 Ik 15 16 X7 18 19 20 21 22 23 21+ 25 26 29 30 31 0.2 0.2 0,3 0.2 0«2 0.2 0.2 0.2 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 .2 9 & .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 .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 o2 .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 .3 ,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 .2 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 .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 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .3 .2 .2 .2 .2 ,2 .2 .2 .2 .2 .3 .2 .2 .2 .2 .2 .2 .2 .3 .2 .2 .2 .2 .2 .2 .2 .2 .2 0.2 .2 .2 .2 .2 .2 .2 .2 .2 .2 ,2 .2 c2 .2 .2 .2 .2 .2 .2 .2 0.2 .2 0.2 .2 .2 0.2 0.2 0.2 0.2 0.: 0.2 0.2 Total sec. ft. days „ 6.2 5 = 7 6.3 6.2 6.3 6.0 6.2 6.2 : Tear 60O :period Mean sec. ft. „ 0.20 0,20 0.20 0.21 0.20 0.20 0.20 0.20 0.20 -- Max. seo. ft. „ 0,2 0.3 0.3 0,3 0.3 0.2 0.2 0.2 0.2 Min. seo. f .. 0.2 0.-2 0..2 0.2 0.2 0.2 0.2 0.2 0.2 Total ac, ft. M 12 11 12 12 12 12 12 12 12 E-10 LANCASTER CREEK, NEAR RADEC (continued) Location and description s Water-stage recorder, latitude 33O29«10", longitude Il6°52'50", in Section 9, Tctii<,j R„1E, , Oil Stardust Ranch, about 2.7 miles northeast of Radec, Riverside County. Elevation of gage about 1,800 feet. ' Drainase area : 115 square miles. Records available : December 18, 1950, through December 29, 1951» Eiivlsion of Water Resources. Remarks ; Records poor. Diverislone above station. Stream known variously as Wilson Creek, Cottonwood Creelc. Control washed out by peak flow of about 200 cfs. on December 30, 1951' Dally discharge, in second-feet, for the year ending September 30, 1952 _Dajr_ Oo-t. NoVi ; Deo 5 Jan. reb. Mar.. .i£El May s June ; July ; Aug. ; Sep. 1 2 3 5 6 7 8 9 10 11 12 13 Ik 15 16 17 18 19 20 21 22 23 2k 25 26 27 28 2? 30 31 0.2 0c2 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 .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 .2 .C o2 .2 .,2 .2 .2 .2 .2 o2 .2 .2 .2 .2 .2 ,2 .2 .2 .2 .2 .2 0.2 .2 0.2 0.2 Total sec. : Year ft, days 6.2 6.0 -_ : period Mean sec. ft. Oc20 Oo20 ~ — Max. sec. ft^ Oo2 0.2 — -- Kin. seo„ ft. Oc,2 0„2 _„ ~ fotal ao. ft. 12 12 .„ ~ E-11 TEMECULA CREEK, NEAR AGUANOA Location and description : Water-stage recorder, latitude 33-'25'10", longitude 116 5C'20", in Seotioi T.9S,, R.lh;., about 2 miles southeast of Aguanga, San Diego County. Elevation of gage about 2,240 on 2, feet. Draineige area : 71 square miles. Records available : January 10, 1951» throu^ Saptoniber 30> l??*** Division of Water Resources. Remaria: Records fair for low flows., storm flows not rated. Diversions above station. Day ; Oct. Dally discharge, in sooond- f feet, f or t he yeai- ending September 30^ Nov. s Dec. : Jan^ s Feb. ; May. ; Apr; ; _ Majjr ; Ju i-;a ' ...'ju I y i25L Atag. i Sep. 1 2 3 5 6 7 8 9 10 11 12 13 l"* 15 16 17 18 19 20 21 22 23 2U 25 26 27 28 29 30 0.7 .7 .7 .7 '7 .7 «7 .7 c7 .7 .7 «7 .7 .7 .7 .7 .7 .7 o7 0.7 .7 .7 .7 .7 «7 .7 .7 .7 .7 .7 .7 •7 .7 »7 .7 .7 .7 '7 = 7 .7 T « / .7 c7 .7 .7 .7 0,7 0.8 .8 .6 .7 .7 «7 .7 .7 .7 .7 .7 .7 .7 .7 *■■ • / .7 ^7 .7 ^7 .7 Oo7 0.7 0.7 o„7 0.7 o„7 0.7 Oc6 0.6 0.6 O06 0.6 0.6 0.6 O06 0.6 0=7 0,7 Oo7 0.7 0.7 0.7 0.7 o»7 0,9 c«3 »/ o7 .8 .8 c7 .7 .7 .7 0.8 .7 0.8 .7 O08 .8 1.0 p8 Oc9 .8 0.8 .3 .8 .8 .8* .8'" .8* .7* .7* ,6* .6* .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .7 • 7 .7 .7 .7* 0.7* 0.7* 0.6* C.6 0,6 0.6 0.6 0,6 0.6 0c6 0.6 0.6 0.6 0.6 0.6 0.7 0,6* 0.6* 0.7* 0.6* 0,6* 0.6* 0.6* 0.6* 0.6* 0.6* o.fif 0.6* 1.0* 0.6* 0.6* 0,6 .6 .6 .5 .5 .6 .6 ,6 .6 .6 .6 .6 .6 .6 ,6 .6 .6 .6 .6 .6 .5 .5 .5 .5 .5 .5 .5 .8 .8 .8 0.6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 0.6 31 0.7 .™-2^ 0.7 0.6* 0,7 Total seCf ft. days 19.6 22.2 21.1 22,9 20,2 1^3 18.1+ : Year 18. 0: period Mean sec. ft. ii» 0,70 0.72 0.70 0.7^ 0.67 0,62 0.59 0.60 Max. sec. ft. „ 0,7 0,5 1,0 0,8 0.8 1.0 0.8 0.6 Mln. sec. ft. a». 0=7 __2iL_ 0.6 0.6 0.6 0.6 0.5 0.6 Total ao. ft. -- „^1_„ >t4 k2 ^^5 ko 38 ?6 36 * Estimated. E-12 TEHECTJLA CHiEK, MEAR AGUANGA (©ontlnviad) Looation and dosorlp-tlon : Wa-teT-atege recorder, latitude 33*'25»10", longitude ll6 50«20", in Section 2, "' T.qS^, RclEc, about 2 miles southaast of Aguanga, San Diego Countyo Elevation of gaga about 2,240 Tset. Dpal;ig.ge aroe '. yi square miles. Reoopcls available s January 10, I95I tlTTough Soptember 30, i95''> Division of Water Resoupees. Reniarks t Records ; Out J fair for Dail^ s MoVo : ■ low flows, storm flows not i-ated. dicctorpe^ in seoond-feetj for the DlTersions 1 year ending ! A'jp. ; Maw iboTe station. Sopteaber 30, I952 ; Jane : Julv : Auc. ; D&v Sep, : 1 0„? 0.3 O06 0.9 Oc9 la^ 2.2 1.3 0,9 Oc8 Oo9 0.6 2 .7 .8 0.6 0.3 .3 1»0 2<,1 1»2 • .9 0.8 o9 .6 3 '7 08 0.5 o<,8 .8 loO 2.1 lo2 .9 0.3 .8 .6 k o7 o3 0.-5 0.8 08 1,0 2ol 1.2 .9 0e3 .8 .7 5 c7 o»8 ^'7 «7 1«0 2.0 1.1 •9 0.8 .8 .6 6 .7 .6 Oc6 0.7 e7 1.0 1.9 IcO o9 O08 .8 .6 7 o7 .6 0,6 0,7 «7 1.2 2.1 1.0 .9 0.8 .8 .6 8 o7 .(■> 0.6 ^.7 c7 2oO 2o5 loO c9 0,8 •7b .6 9 ^7 06 0.6 Oo7 «7 l'5a 2.2 0.9 o9 0.8 i .6 10 .7 .6- OeS 0.7 .8 _=a 0.9 .9 O08 .6 11 0*7 .6 0,", 0,7 08 ___a _^a o,C ,8 0.8 < .6 12 .7 .2 CO 0.7 .8 __a 0.9 .8 0,8 :' .7 13 -7 • 0.6 la .3 __e. 0.9 .8 0.8 .6 1^ .7 .5 0.6 0.8 06 k..lb 2.2° 2.1'' 0.9 .8 0.8 .7^ .6 15 .7 06 o„6 0,8 .0 ,a 0.9 .8 0.7 .7 .6 16 ^7 »6 0.6 a .8 a 2.1^ 0.9 .8. O08 >7 .6 17 0/ .6 0.6 08 _„o- 2»0l" Oo9 .8 0.7 .7 06 18 .6 • 5 0.5 ,n __^a 1.9; 0.9 .8 0.8 «.7 .6 19 06 ,6 0.6 ==a ^7 ^^n 1,9^ 0.8 .8 0.7 o7 .8 20 ^7 ,6 0.5 3.2^ .7 1.8^ 0.9 c8 0.7 .6 08 21 ^7 /^ o.s __e .7 a X.8*' 0=9 .8 0.7 .6 "7 22 .R =7 0.^ .=® 0.7 St.6^ 1.7 Oo9 ,3 0,7 .6 .6 23 'T .7 0,,^ __e '7 1^.3^ ,1.6 Oc9 .6 0.7 .7 ^7 2k .7 .7 0.6 _„'5 «7 3.9^ 1.5 0»9 .3 Oo7 »7 »6 25 • 9 hi 0.6 __'8 .7 3.S 1.5 0„9 .8 0=8 .7 .6 26 »9 .7 0.6 _.e c7 3.6 l.-j 0.8 .8 a i.o'' .7 .8 27 .9 c7 0.6 ,.:? -7 3^'4 1-6 0.8 .8 .7 .7 23 .8 .7 0.6 .7 3o 1.6 0.8 -8 .5 =6 29 .6 .6 0.6 1.0 0.7 3.2 1.0 0.6 :8 _^a .7 .6 30 .5 0,5 1„2 1.0 2.? 1.'4 0=9 0.,8 i.oy 0.9^ .7 0.6 ___IL_ 0.8 1.0 Oo9 25 • 0„9 0,6 Total aec> , : : Year ft' ^st&'/E, •• liA l«J.«t -12*^ ^c. 21.6 «C1 »= . 22iL. __2Si5_ ,. 22.0 19.1. : oeriPd Mean soo= ft. I 0.73 0.65 0.62 -- 017*^ -- -- 0,9'^ 0.33 =•- 0,71 0.61+ Was. 330. ft. : Oo9 0.8 1.2 >r» Oo9 «,<=, ^-_ 1.3 o.,2_ 0— 0.9 0.8 — Kin. seot ftr ; 0,6 38 0.5 0.7 IcO \M 0,8 0.8 0.7 Ov6 0.6 _, •Total ac. ft, -J8__ -..= 1^? -= .. 58 50 ¥^ 38 __ a. Plow erooods maiiiaiuffl station rating of U, bo EstlmE-tedc c<- No record. 8 ofs. TEMECULA CRiEX, NEAR AGUANGA {o3n-\;inu3d) E-13 Location and daacrlptlon : Watei^-ftage peeosriHP, lacituis 33^25' 10", T.9S., R,1E,, about 2 miles aoutheaa-t of Aguanga, San D'.igo C junty. fOAto Longitude II6 50«20"p In Sestlon 2, Elar»ar,ion of gage about 2p24o Drainage area t 71 square milea Records available: January 10, 195U through Seprf^ember 30^ l95'+.» Division of Water R«a 9uroea. Remarkfl: Aeoords s Cot.' : fair for low Dally dlsohj Nov, s Dee. 'lowsp ato?iB flor«ra not rated irgSj In E9cond-f9»t5 fj?" th . Diversions; a 9 year ending S Ajgr. : May j bove station, eptember 30, 1953 Day : Jar.. s Feb, ! Ma^-. : Juns : Juijr L-^JSs^ Sep. : 1 0.6 0.6* 0.9 1.2 c,8 1.1 0.9 1.0 0.9 0.6 0,7 0,6 2 .6 0.6* 0.9 1.0 C,3 1,1 0.9 1.0 ,8 .6 .7 .6 3 .6 0.6* 0-9 1.0 0,8 1,0 0,9 0.9 .8 .6 .7 .6 k .6 0.6* 0.9 0.9 0.8 0.9 0.9 0.9 .8 .6 .7 .6 5 .6 0,6* 1.0 0.9 0.8 Oo9 Oo9 0.9 .8 .6 .7 .5 6 .6 0.6* 1.0 0.9 c,8 0,9 0.9 0.8 .8 .6 .6 .5 7 .6 Oc7 1,0 1,0 0.6 0,9 0.9 0.8 .8 .6 .6 .5 8 .6 0.7 1.0 0.9 C.8 C.9 0.9 0.8 ,8 .6 .6 .5 9 .6 0.7 1.0 0,9 0.8 0.9 1.0 0.8 .8 ,6 ,6 ,1* 10 .6 0.7 1.0 0.9 0.8 0.9 1.0 0.8 .8 .6 .7 A b ^1 .6 0,7 1.6 0.9 Oo3 0.9 0.9 0.8 .8 .7 .7 .4 P 12 .6 0.7 1.6 0,8 0.8 0.9 0.9 c.8 .8 .8 .7 .4 13 .6 0.7 1.6 0.9 0.8 0.9 0.9 0.8 .7 .6 .6 .3 lit .6 0.8 1.1 0.8 0.8 0.9 0.9 0.8 .7 .6 .6 .U 15 .6 1.1 1,0 0.8 0.8 c,9 0,9 0.8 .8* .6 .6 .5 i£ .6 1.U 1,0 0.9 0.8 0.9 0.9 0.8 .8* .6 .5 .5 17 .6 0,9 1.6 0.9 0.8 0,9 0.9 0.8 ,8 .6 .5 • 5 18 .6 0.8 1.2 0,9 0,8 0.9 0.9 0.8 ,8 .6 .5 .5 13 .6 0.8 1.2 o«9 0.8 0.9 0.9 0.8 .8 .6 .5 • 5 20 .6 0.8 1.6 0.8 O08 1.0 1,0 O08 .8 ,6 .5 .5 21 .6 0.8 i.U 0.6 0,8 0,9 1.1* 0,8 .8 ,6 .5 .5 22 .6 0.9 l.k 0.8 0,8 0.9 1,0* 0.8 «7 ,6 .5 .5 23 .6 1.2 1.3 0.8 loO 0.9 1,.0* 0,8 .7 .6 .5 .5 2U .6 0.9 1.2 0.8 1,0 0,5 loO* 0,8 .7 ,6 .5 .5 25 .6 0.8 1.2 0.8 0,9 '5.9 1.0* 0,8 .7 ,6 .5 .5 26 .6 0.8 1.2 O08 Oo9 c.9 1.0* 0,8 .7 ,6 .5 .5 27 .6 0.8 1.1 0.8 0.9 0,9 1.1* c.8 .6 ,6 .5 .5 28 .6 0.8 1.3 0.8 0.9 0.9 1,0 0,9 ,6 .6 .6 .5 29 <6* 0.8 1.2 0.8 0.9 1.0 0.8 .6 ,6 .6 .5 30 .6* 0.9 1.2 Co 8 0.9 1,0 0.8 0.6 .7 .6 0.5 , 31 0,6* 1.3 Oe8 ^.^... 0,8 0.7 0.7 Total 930. : Year ft. days 18-6 23i8_ Jiil_ _ _27, . 23.2 28»6 28ii_ 2>;o6 22.5 1?,1 18.3 14.7 : period Mean see. ft< 0,60 Oi2i_ _kll 0.87 O063 Oo5i2 -Osii. _^i82„ _M1. 0.62 _1l5L 0.49 0.79 Max. Beo. ft. 0.6 1.4 1.6 1,2 Id) 1,1 lol ioO 0.8 008 „£?I_ 0.6 1.6 Mln. seo. ft. 0.6 0,6 0.9 0c8 Co 8 ._C.J 0,9 0.8 0.6 0.6 _025_ 0-3 0.3 Total ao. ft. 37 47 1^ ^ .JL„ 56 51 •♦5 38 36 29 567 * EstJ L mated. E-14 TEMECULA CREEK, NEAR AGUANGA (oontl/iubd) Location and daaorlptlon ; Watep-etag« reaord«ir, latitude 33'':?5' 10", longitude 116 5C«20", In S«otlon 2, T.9S., R.lE.p aboat 2 miles southeas-t of Agroangaj, San Ditgo Cvonty. Elevation of gage about 2,2'tO fe«t. Drainage aj-aa t 71 square mlleU" Reeorda av allabla : January 10, 1951 tlirougpv Ssptember 30^ 1^^, Division of Water Resources. Remarks! Re»o«-dB fair fjs* low flows, storm flaws not rat«d. Diversions ab&ve station. Dal]^ dlsohai'giij In oeooni-fest., for t.ia y gay endin g Segtrimber jOy 1^5** Daj. 1 : Odt. 8 0.5 No-it, 0.6 ? Dec. C.6 0,6 Feb. : 0,7 Ma2». 0,8 : ip::°, 1.3 s May s 1.0 Jane 8 0,8 0.7 0.7 S»p, : 0.8 2 .1 06 .6 0.6 0,7 0.8 1.2 0,9 .6 .7 .7 .7 3 .6 .6 0,6 0.7 0.8 l.l 0.3 .8 .7 .7 .7 k .4 .6 06 0,6 0.7 0.8 1.0 0,9 .8 .6 .7 .6 5 .u .6 .6 0.6 0.7 0,8 1.0 0,9 ,8 .5 .7 .6 6 .4 .6 .6 0.6 C? 0.6 1.0 0,9 .6 .6 .7 .6 7 A .6 06 0.6 0.7 0,8 1.0 0,9 .8 .6 .7 .6 6 .»t .9 .6 0,6 0,7 0,6 1.0 0,9 c8 .6 .7 .5 3 .U .5 .6 0.6 0,7 0,8 1.0 Oo9 .8 .6 .7 .5 10 A .6 .6 0,6 0,7 0,7 1.0 Oo9 .8 .6 .7 .6 11 .5 06 „6 0,6 Oo7 Go 7 1,0 0,9 ,8 ,6 .6 .6 12 .5 .6 06 0.8 0^7 0,7 1»0 0,9 ,8 ,6 .7 .6 15 .5 .6 .6 0,7 1.1 0.7 0.9 0,9 08 .6 .7 .5 Ik .6 .6 .7 0,7 1.1 0.7 0.9 0,9 .8 .6 .6 .5 15 .6 .6 06 0,7 Oo?) 0,7 0.5 loO ,8 ,6 .6 .5 16 .6 .5 .6 0.7 0,9 c,8 Oo9 1,0 .7 .6 .6 .5 17 .g .6 .6 0,7 0,6 1,0 0,9 0,9 .7 ,6 .6 • 5 18 .6 .6 „6 0,7 0.8 o„8 0.9 0,9 »7 .7 .5 .5 15> .6 .6 06 l.g U08 0.8 He 'i 0.9 «7 .7 .5 .5 ao .6 .6 c6 1.2 ojj 0.8 0.9 0.9 .7 .6 .5 .5 21 .6 .,6 .6 o.* 0^8 l.s 0,9 1,0 .7 .6 ,6 .5 22 .6 „6 „b 0.8 0,8 o«9 1.0 o7 ,6 ,6 o5 23 .7 .t »b 0.3 0,8 0.^ 0.9 ^7 06 .6 .5 zk .6 ,6 .6 0.8 0.8 0,9 0,9 .7 .7 .6 .5 25 c6 >,6 o£ 1.0 0,3 0,? 0,8 ol o7 .6 »5 26 .£ c6 06 o„S o.!il 0,9 0,8 .7 o7 .6 .5 £7 .6 .6 .6 0,7 (•,3 0,9 0.8 .7 .6 .6 .5 i8 .6 • S 06 C'.7 o.a O.') 0,3 .7 .0 .6 o5 £9 .5 ob ot- 0.7 O.J O.J .7 .6 06 .6 3u .6 O06 .6 0,7 0.«) 0,8 0.7 .6 ,6 0,6 „_._. :3i..._. 0.6 o<,6 ..^ .o„7..._ l.b 0.8 Oob 0,6 il'. Year 18.'; 22„b 22.0 28.8 27,8 22.5 19.3 19,$ 16.6 ; pe riod 0.7 0.6 _.__0.1 1,2 1. 1 c.is 0.6 o>6 0,;^ ji, 31 If*: 4i+ c, -t 0.jj6 O.jQ 0.75 0.62 0.63 0.55 I'l ■-■■ I'-O- o»3.-_ o,2_- "■'7 o«8 __ o.g o,d 0.7 0.6 0.5 0.5 o.it ._z:i t^ a - ^^ 38 ^9 ii. a., Slow tiAoeada aiaxlaiaiB a-satlofj ra-slog *.* Ho 8 '»irs bo Eijilpjata:}, E-15 TEMECULA CREEK, NEAR OAKGROVE VALLT: Location and description ! Water-sta^e raoorder, latitude 33°2'i>20", longitude ll6*''+9«00", in Section 7> T.^S., R.2E., about 2 miles northwest of Oakgi-ovs Valley, San Diego Countyo Elevation of gage about 2,k60 feet. Drainage area ; 6l square miles. Records available ; Intermittent record from Pebrueury 1, 1951 tiirough September 30.« 195'*> Division of Water Res cure es< Remarks ; Records fair for lew flows, storm flows not rated. One diversion above station^ Daily dlsehargc, ia seeond^feet, for the year ^ endin^ September 30^ 1951 Day : Pot. ' Nov. : Dec. Jan. Feb.. liar. Apr, Hay : Joie • u'uly : Au^. Sep. 1 2 3 5 6 7 8 ? 10 U 12 13 Ik 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 0=9 «9 .9 • 9 >9 «9 ^9 ^9 =9 c9 .9 .9 .9 • 9 .9 *9 .9 .9 -9 -9 • 9 .9 0.9 o.oit Oa05 0.2 0.3 0.3 0.3 0.3 0,05 0.05 0.05 0^05 Go 05 Total sec. ft. days Mean see, ftc Max. seo. ft, Hin. see. ft. Total ao. ft. Yea? period E-16 TEMEC'JLA CREEK, NEAR OAKGROl'E VALLEY (oon-tiduod) Location and dosorlptlon : V/ater-stage recorder, latitude 33°2U'20"; longitude Il6°lt5>00", in Section 7, T.^S., R,21j:, , about 2 railos northwest of OaJcgrove Valley, San Diego Co-jnty. Elevation of gage about 2,U60 feet= Drainage area ; 6l square miles. Records zivp.ilable : Intermittent record from February ),, I95I through September 30, 1')^, Division of Water Rooouroes^ Day Records fair for Tow flovrs, storm flows not ratedo One diversion above station,, Dailif discharge, in second-feet, for the year ending September 30, 1952 _0£±^ Nov. ; Deo. Jean ?eb. ifer. ApTf ' May - June i July ; Aug, ; Sep. X 2 3 k 6 7 8 9 10 11 12 13 Ik 15 16 17 18 19 20 21 22 23 2k 25 26 27 28 29 30 0.8 1.2 1.2 1.5 lc9f 1.0 0.4" 0.6 Oo5 0,08 0.7 1.2 1.2 1.3 1.0 ^3 '5 ,4 .1 0.4 1.2 1.2 1.2 l.C .4 .4 .2 .3 0.4 1.1 __a 1.2 1.0 .5 .4 .3 .4 1.0 1.0 __a 1.1 108" 0.9 .7 .3 03 .3 1.0 1.0 .=* 1.0 i.e*" loO .8 .1 o3 • 3 1.0 1.0 __a 2.2 108*= 008 .7 ..3 '3 .09 1.0 1.0 __a 3.8 3.06 0.8 ^5 o3 .4 ,06 0.9 1.0 2o6 ^'7, 0.8 .6 ^3 .\ .06 0.8 loO 3o5 2.8*) Oo7 .6 .3 ,2'' .2 0.5 0.9 _^a a 3-5 0,7 •5 .3 .1" .4 o„7 0,8 __a __a 2=4 0.7 7 .3 .2 .4 _.a 1,4 „_a .=* 2.2 0,7 .7 .08 v2 .4 _-^a la2 ^ja. _>i 2.,0 0.7 .6 «3 o4 .1 _^a Icl ^ a ^_a 1,8 0.8 ,4 c3 .4 a Oo7 «.^ _ = " _^a ^j). I06 0,8 .6 = 3 '\ -07 .6 a ^^a ^^a 1,5 0.8 .6 »3 i .1 ,k 0c8 -j^ ^ a ^=,^ 1,5 Oo7 .6 ,4 «3 0.8 ^^B. IcO 6o7 1«5 0,7 • 5 .1 06 .3 0,7 1,0 5o5 1.5 0,8 .5 ,08 .1^ .6 .M 0.7 2,7'' Oo9 4.2 1.3 0.7 .5 •^ .4 .3 .7 0,7 „^a l»o 2.9 1„3 o„7 .3 :$ .4 .3 -9 0,7 1=0 2„2 1.2 0.6 .6 .2 ,2 <9 0,7. -=» O08 1»9„ 1..2 0o7 .6 .3 .08 '3 cU 0.8*" ___a 0.6 1.9-^ 1^3 0:6 .6 0,4 .07 .5 .k 0.8'' a 0.7 1.9!> 1-3 0.6^ .6 a .08 „6 A 0.8 _„a o>9 1,9" 1.3 0,5^ .6 .2 ,6 A O08 _a 0,9 i.g'' 1.3 0.4b .6 __a .4 .3 f-t 0.8 0.9 1,9" x.z 0,4^ .3 =„a- A .2 0.8 1.1* 1.3 1.9^ la 0,4^ 0.6 .2 0.2 lc2 __1>3 109" 0,4^ _ .a 0.2 Total sec. ft, days _ ., ... „ 51.3 22.4 16 = 5 .„ 8.03 8.56 Year period Moan sec, ft. .^ 1,7X C:72 0,55 0,26 0.29 Wax. sec, ft; *.« .-, ,. .. 3. "3 1.0 C.8 ,. 0.5 0.6 _^ Hin. see. ft. .. „ „. .. 1,1 0.4 0.3 ^_ 0.07 0,06 _. Total a«. ft> -. ._ ^r^ -K ,-, 102 44 33 =^=j 16 17 _• a, Ko reoord, b. Estimated, e. Flow exceeds oaxitiuo station rating of 8^6 ofs. TEMECULA CREHC, NEAR OAKOIOVE VAIXEY (continued) Looatlon and dosepiptlon: Water-stage paoordesr, la-iitude jy2k>2Q", longitude Il6''t9'00", In Section 7> T.9S., R< 2E„, about 2 miles no 'tSarest of Oekgrove Vallej', San Diego County. Elevation of gage about 2,k60 feet. Drainage cu-oe,! 6l square miles. Records available: Intermittent record from February 1, 1951 through September 30, 195!+, Dl-TlS Ion of Water Res our COS. Remarlcss Records rair for • low flows, s-1 orm flows not rated„ One diversion above station. Dally disoha rgs, in second-feetp for the year ending September 30, 1953 Day Oct. ; Nov. i Bee, ; Jan. ; Feb.. : Mar, : ApTo : May ! June : July '• Aug. : Sep. : 1 0,2 0.9 0.9 1.6 1.3 ^'^1 1.7 1.5 0.7 0.2 0,3 0.3 2 .If 0.9 Oc.8 1.6 1.0 l.5t 1.7 1.5 .6 .2 .3 .3 3 .6 0=6 Oe7 1.5 0,6 __b 1.7 l.k .6 .2 .3 .3 k • 5 0,3 1.2* 1.5 0.7 ^b 1.7 1.3 .(, .3 .3 .3 5 .3 0.3 1.2 1.5 0-7 ^J' 1.8 1.3 .6 .2 .2 .3 6 c2 0.7 1.2 1.5 0.7 .J> 1.8 1.2 .6 .2 .2 .2 7 .2 0,8 1.2 1.6 0.7 __b 1.7 0.7 .6 .2 .2 .2 8 .3 0.9 1.2 1-5^ 0.7 __b 1.7 1.0 .6 .2 ,2 .2* 9 <6 0o9 1.2 1^5 0,7 1.3 1.6 1.0 .6 .2 .2 .2 10 ,6 0,k 1.2 lo5* 0.7 1-^5 1.6 0.7 .6 .1 .2 .2 11 .6 0.3 1.2 1^-5" 0.7 1.3 1.5 0.6 .6 .2 .2 .2 12 .3 0.3 1.2 1.2 0.7 1-3 1-5 0.5 .5 .k .2 .2 13 .2 0.6 1.2 0.9 0.7 1.3 1-5 0.9 .5 .k .2 .2 Ik .2 1.0 1.2 0.8 0.7 1.3 1.6 0.9 A .2 .2 .1 15 .2 1.6 1.3 l.k 0.7 1^3 1.5 1.0 .h .2 .2 .2 16 .3 1.9 1.3 Irk 0.7 l.H 1.5 0.9 A^ .2 .2 .2 17 .6 1.2 ':S l.k 0,8 1.5 1.6 1.0 .k .2 .2 .2 18 .7 0.8 lA 1.1 1.5 1.6 1.0 .5 .3 .2 .3 19 .6 0.7 =-*• 1.1 1.2 1.5 1.6 0,9 .5 .3 .2 .3 20 .2 0.8 .j> 0c8 1.2 1.8 1.6 0.8 .1+ .3 .2 .3 21 .2 1.2 b ' b 0.8 1.3 1.7 1.8 0.6 .3 .3 b .3 22 .2 1.2 1^3 1.3 1.7 1.7 o>9 .2 .3 .^b .3 23 .U l.k 1.3 1.6 1.5 1.6 0.8 .2 .3 .3 Zk .6 1.0 ^ b 1.3 1-7 1,6 1.7 0.6 .2 \ .2 25 .6 0.6 1.5 1.3 1.6 1.7 lo5 0.9 .2 b .1 .2 26 .6 0.7 1.5 1.0 1.6 1=7 1.5 0.9 .2 b .1 •3 27 .6 1.2 1.5 0.6 1.5 1,7 1.5 0,6 .2 .2 .»+ 28 .2^ 1=3 I06 0.7 1,2 1.7 1.6 0.8 .3 .2 .2 b .4 29 .2* 1.2 1.5 1.3 1.7 1=5 0.8 .2 .2 .4 30 .3 1.2 1.6 1.3 1.7 1.5 0.6 0.2 .3 lib 0.3 31 0,8 1.8 1.3 1,7 0,6 0.3 Total sec. : Year ft, day 12.5 26.9 ■Its 39.'+ 28.1 ~ 48. 4 28.2 12.9 " -- 7-8 : period Mean sec. ft. 0.1+0 0.90 «u 1.27 1.00 — 1,61 0,91 0.1+3 _» .- 0.26 Mas, sec^ ft. 0.8 1.9 ■-^ 1,6 1.7 -, 1,8 1.5 0.7 .. .- 0.1+ Mln. sec. ft. 0.2 0.3 -. 0.6 0.6 -^ 1.5 0.5 0.2 — — 0.1 Total ao. ft. ■■ 25 J'i -s 78 ^ -i. 96 •j^ 26 " -- 15 a. £s tlmated b. Nc record TEMECULA CREEK, NEAR OAKGROVE VALLEY (continued) Looatlon and description ! Watep-stage reoordor, latitude 33''2lf«20", longitude 116 lf9'00", in Section 7, T.gS., A.2E., about 2 miles northwest of Oakgrofe Valley, San Diego County.. Elevation of gage about 2,460 feet. Draiaago area: 61 square miles. Records at^ilable: Intermittent record from February 1, 1951 throu^ September 30, 1954, , DlvisJ Lon of U&tor Resources. RemaplwS : Records fair for low flows, storm flows not rat ;ed. One dlwersi^ on above station. Daily dlseharge , in sec lond-feet, , for the year i ending Si Bgtember 30, 1954 Day : Oct. : Nov. ! Dee. : Jaiic s Feb. s t4ar. s Aprr i Fifi,y ; J'one s Julj- ! Aug. : Sep. : 1 o<,3 0.6 0,6 0.7 1.0 0.8 2,1 0.7 0.5 0.2 0.2 0.4 2 .1 .6 .6 0.7 0.9 Oc8 1.8 .6 ^3 .2 .2 .3 3 -3 .6 .6 0.6 0.9 0.3 1.6 .6 .5 .2 .2 .3 1* .3 .6 •7 0.6 0.9 0.8 1.6 .6 .5 .2 .2 .3 5 .4 .7 .7 o<6 0.9 0.8 1.4 .6 .5 ,2 .3 .3 6 .4 =7 .7 0.6 0.9 0.8 1.3 .5 .4 .2 .2 .2 7 ."+ .7 '7 0.6 0o9 0.8 1.2 .4 '? .1 .2 .2 8 A .6 '7 0.6 o„8 0.8 1.2 o5 .4 .2 .2 .2 9 •5 .6 .7 0,6 0.8 0.8 1.1 .5 .5 .1 .1 .2 10 .5 .6 .7 0.7 0.8 0.8 1.0 .6 '5 .1 .2 .2 11 c6 ,6 •7 0.7 0.3 Oc6 1.0 .6 «5 .1 .2 .2 12 .7 .6 // 0.9 0.8 O08 0.9 .6 .5 .2 c2 ,2 13 .7 .7 .7 1.0 1»4 0.8 0.9 .6 .5 .2 .3 .2 lU .7 .7 ^7 0o9 2,0 0.8 0.8 .6 .5 .2 o3 .2 15 .6 .8 .7 0.9 1.4 0.8 0.7 .6 .3 .2 .2 .2 16 'K .8 .7 0.9 1.2 0.8 0.7 .6 .5 .2 .2 .3 17 __a «7 -7 0,9 1.2 1.8 0.7 .5 •? .2 .2 .3 18 a .7 .6 0.? 1.1 1.1 0.7 «5 .4 .3 .2 .2 19 a ,6 .6 1^7 1.1 1.0 0.7 .4 ,4 .3 .2 .2 20 _„a •7 .6 2,0 1.1 loO 0.8 .3 =3 .2 .2 .2 21 .6 o7 .6 1.4 1.0 ^•°h 0.8 "5 o3 ^3 .3 .2 22 .6 .7 .6 1.2 1.0 ^D 0.7 '5 .3 .3 .3 .3 23 .6 .7 .6 1„2 1,0 ^^b 0.7 c5 .3 .3 .3 .3 2»f .6 -6 .6 1.2 0o9 4.6 0.7 ,4 »3 .4 .2 .3 25 .5 .6 c7 lA Oo9 ~J> 0.7 • 5 .3 .4 .3 .3 26 «5 .6 •7 1<,2 0.8 4.5 0.7 .5 .4 .3 .3 .3 27 •5 .6 .7 1.0 0,8 3.4 0.7 .6 .4 .2 .3 .3 26 o6 .6 .7 1.0 0.8 2.7 0.8 .6 .2 ,2 .2 .3 29 .6 .6 -7 1.0 2.5 0.3 .6 .2 .2 .2 .4 30 .6 0.6 7 l.C 2.8 0-7 .5 0.2 .1 .2 0.4 31 0.6 0.7 1,0 2 = ? 0.5 0.1 0.2 Total sec I : Year ft, days J u„ 12^1- 20.7 29.7 ?8.; »^ 29,.S 16.6 11,7 _ 6,6 7.0 7.9 : period Mean oeo> fto ; Oc65 0,67 O..96 1.00 ,.. 0=98 0.54 0.39 0.21 0.23 0.26 Max. 880. ft. : •:« 0.8 0.7 2,0 2,0 =« 2,1 0,7 0.5 0.4 0.^ 0.4 lUn, sec. ft. ; =« 0.6 0,6 0.6 o„8 0.8 0,7 0.3 0.2 oa 0.1 0.2 ""To^ST" -ao» fto 3 ».= 39 41 5? 56 !S=: 58 32 25 13 , 14 16 a; Mo record- b. Flow exceeds maximum station rating of 8.6 ofs. E-19 TEMECOI,A CRESK, NEAR, RADEC Locs-Uon fuid desci-iytlon: '..'ater-stege recorder, lat.-.tude 33°i7'50", "longi-tude Il6°55''t0", in Section 19, T.3ii., R.lC,, neat" Sunny Ei )ok Ranch, abt of gage about 1,360 faat. I A :",. y mlla west of Radsc, Riverside County. Elevation Drainage e-r'^a. ; 133 square miles. Records aTmllsbles December 8, 1950, thi-ough Soptaasbap 30j ood fop low flows tnrough flat V-nov«h < 195't, Dl^sion it eonorete e\u>b of Water Resourees. In sand bot-ftom. High Remarks: Records g flews partially estimated; Diversions above station. Daily discharge, In sBeos1d-fee^i, for the year end Ing September 30, 1951 Day : Oct. : Nov . : Deo= : Jan^ P9b: Maifc ' Af*-„. • May : June : July : Aug. : Sep. ! 1 1.3 k.3 k.l l.,5 3.5 0.06 2 1.3 3v9 k.6 1.5 2,5 0.06 3 uh 3.1 3.3 1.1 1.8 0,05^ k 1»6 3-3 3o3 l.C 1.1 "°b 5 0,8 3.2 3o2 loO 0.9 6 0.9 3.1 3.2 1.2 O08 b ""b 7 a. 1.3 3,0 3.3 1.6 1.0^ 8 0,6* 1.1* 2,8 3.3 IcO 1.0* 0.06 9 0.2^ 1.'4 2.8 3o6 1.1 i.l* 0,03 10 o.f- 1.5 2,3 3.9 lo2 1.6 0.01 11 Co 2* 1.9 2.2 3o8 0.8 1.8 12 0„2* 1»9 2-,8 .3.7 0.6 lo7 13 0.-7 1«9 2. ,9 .3.^- 0.-6 1.2 Ik 1.0 2.0 2.6 2.5 0.6 1.0 15 0.9 2.0 2.1* 3.1 0.6 la 16 Oo9 ^_b 2.0 3-^5 0.6 0,9 17 0=9 __b 2,k 3-5 0.6 0,8 18 1^0 2.6 3^2 0.6 0.7 19 la —89 2.6 3.1 0.7 0.6 20 lal b 2.5 2A O08 o„6 21 l.k __b 2. '4 2-5 0.7 0.6 22 1.3 „b 2.6 2.1 O06 0.6 23 1.3 2.0 2,6 1.3 0.5 0.6 2k 1.3 1.6 2.6 0.9 0,8 0.5 25 lA 1.5 2.6 1,1 1-3 0.3 26 1.'4 1.8 2-5 ?-c7 2,8 0.2 27 Iclt 1,? 3»8 lc3 2.5 0.09 28 1.3 1.7 U 1.0 2.5 0.09 29 0.9 k.9 1.-0 12 O0O9 30 0.3* 10 IcO 7a 0.09 31 0:6 **.8 .. iv5 .. 0.0^ Total sec. : Year ft. days -. -- 79.5 83.V U9.6 29.0 -- : period Mean see, ft.. -- .^ 2.83 2,69 1.6s __o^ - Max. see. ft. = « --- ^K3 it.6 12 ?-5 -' — fiin. see> ft. -^ 2.C __2ii__ o„6 0,09 Total ae, ft. .- -1 157 2^ _ii„_. _J2 , — a. Ei stlmated. b. N 3 reeoyda E-20 (oontinued ) Loeatlon and descriptio n Water-stage recorder, latitude 33°27' 50", longitude Il6°55''t0", In Section I9, 1',flS, . a.lE, nearSuniiy Brook Rancte, about 0.7 nile west of Radec, Riverside Coanty, Elevation of gate about 1,560 feet. Drainage araa ; 133 so.uare miles. RcooT'ds available : December 8, 1950( through September 30, 195*+, Division of Water Resources. Romarica s Records good for low flows through flat V-notch of concrete curb in sand bottom. High flows partlelly estiieated. Diversions abo'ye staiion< Dally dlschar^Bj in seeond-feat, for the year ending September 30>' 1952 Day : Os-i, : Novc, : Deo. ; Jan.. '. Pcb„ : Ma?. ! Ap7'. ? May i Jrnie ! July i Augo '. Sepc ; 1 0.7 9l 37 22 11 2.0 0.2 2 0.7 q,'' 27 21 10 1.9 0.1 3 0,7 10^ 9" 18 19 9c0 1.9 0.08 U Oc7 8^ 8.5 15 18 8.0 1,8 0.03 5 i.O 7" 8.0 Ik 18 7.5 1.7 6 0.7 t 7.5 12 16 7.0 1.7 7 0o9 7" 7-5 46 15 6.5 1.7 8 1.1 7^ 7^0 60 2k 6.5 1,7 9 1,2 6^ 7.0 kl 19 6.5 i.6 10 1.2 6'' 7.0 loi* 25 5.6 1.5 U 1.1 6b 6.5 169 5'+ k.S 1.4 12 io7 ^K 7-0 7^ 32 k.? 1.3 13 _=a 1.5 ^7," 6,0 62 27 t.9 1,2 l»* ^^a 1,5 26" 5.2 l4ij 22 4.9 1,1 15 0.8 2o0 17" k.9 86 20 't.9 loO 16 0.6 2.3 200'' ^•9 195 18 4,6 1.0 17 0.09 2„3 120*' 5.2 93 16 4.1 0,9 18 c.09^ 2.3 6.0 71 16 4.1 0,8 19 0.09' 2„5 __a ^0^ 33 15 4.1 0.8 l.k 20 J 0009 2o9 k.6 50 15 3.5 0,7 0.02 21 o„09 2,6 __a 1^.6 k2 l!+ 2.6 0.6 0.01 22 0.6 2o5 29b k.3 35 14 3.1 0,4 23 lo2 2.2 2b.b k.9 32 12 3.1 0.1 2k loO 2.2 21^ 4o9 30 12 2.6 0,2 25 la 2o2 2h^ ^^5 30 12 2.6 0,9 26 0.2 1.0 2,0 22^ ^.3 31 Ik 2.5 0,6 8.1 27 0,2 0.9 2.0 17b ^y.3 31 12 2.6 0.4 2,8 28 0.8 2.0 ll+b Kl 30 12 2.2 0.6 ob 29 0.8 3.5 12^^ h.6 27 12 1,8 0.4 o" 30 0.8 I3OD n^ 26 12 lc8 0.4 1.2 . Pa... 4i^*> 10b 2lV 1,9 ?oS».l sen. : ft, d£^ : 0.4 .. 224 ... 175 1.614 558 l49 32.3 12,5 1.43 i ; Year ; period Matin : soo.'-t. ; —0 ~» 7o23 m,im 6.03 52.1 18,6 4,61 1.08 0o4o 0,05 B« Mas. : S90. ?t. : 0.2 .. 130 ... 9 195 5** 11 2.0 80I lo4 _ .Mln„ 5 se9, ft, 1 0,7 „ 4,1 12 12 1,8 Ool Total 2 ao. Ur s 0,3 w 444 — = 346 -2A2og__ 1.100 295 64 25, 2.8 _» a. No rooord. b. Estimated. E-21 TEMECiTuA CJtEEK, NEAR RADEC (oontinuod) Location and description ; V/ater-stage recordsr, latitude 33 27' 50", longitude ll6 55'^0"> i" Section 19, T.8S„, R.lE,, near Sui.uy Brook Ranoh about Oj7 mile vest of Radec, Rivec'Slde County, Elovatlon of gage about 1,5^0 feet. Drainage area ; 133 square mileso Reoofds available : December 8, 1950* through Septeaber 30, 1K^> Diviolon of Water Resources. Remarks : Records good for low flows through flat V-notch of concrete curb in sand bottoD. High flovs partially estimated. Uivergions above station, Dally discharge, in saoond-feet; for the year ending SepteMbsr ^ , 1953 Oct. ; Nov. ; Doc. : Jag^. ; Feb. s Sto-e t Apy, ; May ; J-jna : July 8 Aug. Day >ep. 1 2 3 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2k 25 26 27 28 29 30 31 0* ^ a 0.01 0^ OoOl" 03 0.1 •+.5 3.7 1.0 0.8 0.8 0.8 0.8 0.9 1.2 lol 1.1 2o2 2,5 2.3 2.3 2.3 2.3 2.0 1«9 1^9 1.9 2.8 3.5 2.6 t.9 6.5 ^.3 3-7 3.3 2,8 4.3 37 3.3 3-3 3a 3.1 12 13 9-5 7»5 6.0 — r, 4.9 4.9 4.6 4.3 4ol 3o9 3^9 3-7 3.7 3.5 3=5 3.3 2.6 3.1 2,5 3^ 3.4 3.1 3.3 3.1 3.0 3.i 5.6 2.6 2.6 2.5 2.2 2.2 2.2 2.2 2.2 2.2 2,2 2.2 2c2 2.2 2.2 2.2 2.1 1.8 1.9 1.? 1«9 1.9 1=9 3.3 3^5 3ol 2.8 2,8 2,8 4o6 7-5 5.2 4.3 4.3 4.6 3.8 3.1 3.1 2,8 2.6 2.5 2.3 2.3 2.2 2,0 2,0 2.0 1»9 3.5 2.6 2.8 2.8 2.8 2.8 2.8 2.5 2.5 2.2 lil. lo8 1.7 lo7 1=6 1.7 2.1 1.9 1.8 1.7 1.6 1.5 1.3 1.3 1.3 1.1 1.0 1,0 1.0 1.0 1.1 2.0 2.3 1.6 1.4 1.4 1.3 1.4 3.7 3.1 2.5 2.3 ,1.8 1.4 1.1 1,0 0.9 0.9 1.0 1.0 0.8 0,8 0,7 0.7 0,8 1.0 0.9 0,8 0.8 0.3 0.7 0.7 0.7 0.3 1.3 1.0 0.8 0„8 0.8 0.4 0c4 0.2 0.2 0o2 0,08 0.09 0.09 0.09 0.09 0.1 0.1 0.1 0,06 0.05 0.08 0.06 o.o4 0.02 0,02 Tssr period ft. days Mean see. ft. 144 65.4 95,1 49 .9 28.8 4.65 2.34 3- J? iifL 1 = 66 0-93 0.06 Max. sec. ft. .. 13 _. 1^5 7.5 3 = 7 2.3 0.2 »- Mln. see. ft. 2,6 1.6 1.9 1.0 0.4 0,02 Total ao, ft. «= ,„ 285 129 188 ?? 57 ?•? — Estimated. No record. E-22 THIECDLA CREEK, .MEAP. RADEC (eontlnuod) Looatlon and description s Water-stage recorder, latitude 33*'27'50", longitude ll6°55''+0", In Section 19, T„8S:, R.lEc, near ^unny Brook Ranch, about 0^7 mile west of Radeo, Riverside County. Elevation or gago about 1,5'^0 feotr Drainage area - 133 square miles. Records available: December 8, 1950, throTi^ September 30, 1951+, Division of Water Resources. Remarks; Records good for low flows through flat V-notoh of concrete curb in sand bottom High flows partial Ij- estiiiELtedo Di versions above station.. Daily dlschargo. in see ond"feex. for the jroar on iing September 3C ,, 1^'^k Day Octc i Novc s Deo. s Jan. i Feb, t Mar. s Apr, s May £ June % July ;; Aug, s Sep, s 1 OA 1.6 %7 2.6 3k 4,2 0,8* 4,2 2 0.1 OA 1.6 3.3 2.6 28 It. 2 0.8* 0,1 3 0.1 0,6 lc6 3.1 2,3 21+ 3ol Oc7* 0.09 k 0.1 1<,2 1.6 2.6 2c3 19 2.8 0,6* 0,09 5 0.1 loO 106 2.8 2,2 16 2,7 0.6* 0.06 6 1.3 1,6 2.8 2,2 15 2,7 0.6* 7 0* 1.5 1.6 3.3 2,2 Ik 2,6 0,5* 0.05 8 0* lo8 1.6 3.1 2,2 13 2,6 0,4* 9 .1.8 1,6 3.1 2.2 12 2,5 0.4 10 1.8 1.6 2.3 2c2 11 2,5 0,5 0,02 11 0* lo8 1.6 1^7 2.2 11 2.4 0,5 12 0* 1,8 1.8 1,7 2»2 9.8 2,2 0.5 g 1.7* lo7 1+.6 2,0 8,6 2,2 0.5 o.ni l„7* 1,6 101 2.0 8„2 2,2 0.4 0,03 15 ic7* I06 36 17 7., 2 2,2 0,4 0,03 16 1.7* 17 IC lo7 6c5 2>3 0.4 o,o4 17 1.6 ic7 li* 9.6 6c0 2.1 0.4 0,05 10 1.6 I08 11 6.1 5,6 1,8 0,4 o.o4 19 1.6 18 9.0 5,^ 5,2 106 0o4* 0.02 20 0.02 lc6 1+2 8.0 11 5=2 1„6 o„3* 21 0.02 1.6 11 7o5 38 so I06 0,2* 22 0.01 0.03 16 70 56 233 4.8 1.6* 01* 23 06 0,03 1.6 ^.9 1+ 1 131 ii6 1.5* 006* 0.01 21+ 05 16 k.l 3.9 69 h ^ 1.4* 0* 03 25 O.Oij 1,6 77 3.7 124 k 6 1,2* 0* 0.03 26 0,05 1.6 28 3.3 63 U.6 lol* 0* 0.04 27 0,05 1,6 ll+ 3.3 ^ ^.3 1,0* 0* 0.03 28 0.C6 1.6 9,0 2,6 37 ^.3 1.0* 0* 0003 29 oa 1,6 6.5 31 ^^.3 1,0* 0* 30 OA lo6 It. 6 7b l->.2 0.9* 0,03 31 1.6 i+,.l ^'? o„e* Tear 63.6 10.5 07 0-17 't.78; period Total seo. ^ ft, day s - 0:47 0,86 46 2 I'dean see. ft. 260 270 96 ■5nc 0,02 03 1.49 8.39 ?-64 31,0 10,2 2-05 0.35 0.01 0.16 5.28 Hax. seo. fta Mia. seo. ft. Total QiS. ft.. 0,1 0.4 1,8 _2L 101 .221. .^ 4.,2 0-8 0,05 Oo04 4.2 233 0.4 1.6 .hi. ±1. 4,2 0„8 .0^ .Ll-.-?l 51^ ,525 h221. 604 126 21 Ool 0.3 9.. 5 3,804 Estxuated. E-25 SANTA GERTRUDIS CREEK, NEAR TEMECULA Loeation and description ; Water-stage recorder, latitude 33°31»20", longitude 117®10'00"j, in Section 35, T.7S., R.3W., at State Highway 7^ bridge, about 2 miles northwest of Teneoula, Riveraid* County. Eleration of gags about 1,0'tO feet. Drainage area : 88 square miles. Records available : December 19, 1952, through April, 195'to Division of Water Resources. Rem&rics: Records fair, shifting sand bottom. No regulation or diversions above station. Daily discharge. In second-feet, for the yeap ending September 30« 1953 Day Oct. NoVo Deo, Jajiu : Feb. Mar. Apr, i May ; June : July ; Aug. ; Sep. 1 2 3 4 5 6 7 8 9 10 11 12 13 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 .IL 5.5 oA 1 l+.l kM ; Year : period Total seo. ft, days 0,k -5il. Mean sec. ft. . =. 0.18 „ Max. sec. ft. v*> 1+ 5.5 „ Mln. sec. ft. Total ao, ft. — 0.8 11 .• E»2lv SANTA GERTRUDE CREEK, NEAR TEMECULA (eontinusd) Looatlon and deeorlptlon ; Watep-stage recorder, latitude 33O31<20", longitude 117'>10'00", In Section 35, ToTSc, R«3W», at State Hi^iw&y 71 bridge, about 2 miles northwest of Temeoula, Riverside County. Eleiratlon of gage about 1,0^0 fe«t<. D rainage area 88 square miles. Records available ; Decembeir 19, 1952, throu^ April, 195^, Division of Water Resources. Rena-rks ; Records fair, shifting sand bottom. Nc regulation or diversions above station. Daily discharge, in eeooad-f e st, for the year ending September 30. 1954 Pay Oct. : NoVo Deo. Jen. ; Feb. Mar. Apr, t Way s June s Juljr % Aug. i Sep. 1 2 3 ^ 5 6 7 8 9 10 11 12 13 l»f 15 16 17 16 19 20 21 22 23 24 25 26 27 28 29 30 39 34 0, 0.7 5.2 21 1.8 25 1.6 d Total sees ft. days , 30,9 __2L™. 24.4 8 Year : period Mean '. sec. ft. t 1,00 2.61 0.79 „ MaTo : sec. ft. : 25 39 21 __ Min. ! sec ft : Total : aoc ft. : 61 145 48 «> E-25 Looatlon and da serlp tlori Stai* of gage about l,o4o feet. WARM SPRINK CHEHC, NEAR MOHRIETA Water-STiage r-ecorder, latitude 33i>31'50"p iongltud* 117"'lO»30", T,7S,j, R.3W. , at Stat« Highway bpldg©, about 2 mllea somViTieast of Mucrletaj RlTyerslde County in Stotlon 27; Elevation Drainage area : 58 squars mileSo Records available : December 19, 1952, through May^ 195'^p Division of Water Rasouircaao Remarks ; Records fai?>, shifting sand bot1t«iiiio No regulation or dispersions above station. Day 1 2 3 k 5 6 7 8 9 10 11 12 13 14 15 16 17 18 X9 20 21 22 23 24 25 26 27 28 29 30 31 Daily dlaoharg e In second-feet, for the year ending Sa jprSeaber JO, ___ _____ Oct. : Nov. : Deoo J an. Maro 002" 36 12 1.2 0.6 0=4 0,3 0.3 0,3 0c4 0,4 0> 6:2 1.0 0<,2 Col oa Ool 0,2 0,5 0o2 0„1 0.1 oa 0,1 0.1 0.1 0.1 0,1 0.1 oa Ool 0.1 oa o.i 0.1 0.1 0.1 0.1 0.1 0.1 oa oa oa 0.1 .1 a .1 .1 ol .1 .1 a .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .3 o2 ,2 ,2 .2 0.2 0o4 2»7 0.8 0.3 0o2 0.2 0.1 0.2 0.2 0.2 0.2 0,2 0.2 0^3 0,3 0,4 0,3 0.3 Oc3 0.4 0.4 0.4 0.4 0,4 0.4 0.3 0.3 0.3 0>3 0.2 Apr. 0.2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2* .2* .2* ,2* .2* ,2* ,2* .2* .2* .JL* .1* ,1* ,1* .1* a* ol* .1* oa>- 0.1* .1* a* .1* .1* .1* .1* .1* ol* .1* .1* .1* ,1* .09* • 09* .09* .09* .08* ,08* .08* c08* .07* 0O7* .07* .07* .07* ,06* .06* .06* .06* Go 06* 1953 Jun^? s July s Augo 0.05* .05* .05* .051= .05^ .05* o04»= .04«^ .04* .04f .04* .04* .03* .03* .03* .03* .03* o02* .02* .0'2»: oOaf .02f .02* .01* .01* .01* .01* 0.01* Total sec. ft. days 4.7 a.-; 11.8 Oc30 5=1 Co 17 2,63 0,08 0=8? 0c03 : Year ; period Mean sec. ft. — _ oa5 0.12 ., Max. sec. ft. BK> 1.0 0.3 2.7 0.2 0.1 0.05 „ Mln. sec. ft. „ 0,1 oa 0.2 Ool 0.06 0.01 Total ac. ft. -- __2sl™ 6.9 il.„ 10 5.2 1,8 _. * Estimated. E-26 WARM SVaiNGS CREEK, NEAR MURRIOTA Location and deseripUon : Water-stage reoordoVj, latitude 33°3i'50", longitude 117°10'30", in Seetion 27, T.7S,, Rc3Wc, at- otate Highway bridge, about 2 miles southeasi of Murrieid., Ri'^erside County. Elevation of gage about 1,040 feot. i Drainag e area; 58 square BBilas. Reoords aTailable ; Decenber 19» 1952, through May, 1951*, Dlvlalon of Walter Reaources. Raaarks ; Records faiir, shifting eand bottoxo No regulation or diversions above station, ' Dally discharge in sesond-fe^tj for the year ending Sep'ieiBber 30j 1951+ i!2JL. Oat. s Wovo Deoo 'Jaric P»bo 6 7 8 9 10 11 12 13 Ik 15 16 17 18 19 20 21 22 23 2k 25 26 97 26 2J 30 Total aao fto daya I'laxo SOCx ft. Min. s ec. ft» an, ft- 0.01 OoOl .01 .01 .01 .01 .01 oOl ,01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 cOl .01 oOl .01 oOl ,01 .01 oOl ,01 oOl .01 ,01 ,01 ,01 ,01 -.01 0.01 0,01 .01 .01 ,01 ,01 oOl .01. oOl .01 oOl .01 ,01 ,01 .01 ,01 OcOl 0.01 OoOl OoOl 0.01 0.01 0,01 0.01 0.01 0,01 0,01 0,01 0,01 OoOl 0.01 0.01 0,01 0,01 0,8 38 0,3 0,3 ,01 M* ,01 3olt .01 i.it* ,01 o„8 ,01 0,6 ,(Jl o„5 OoOl Oc2 0,05 0,22 93,6 02 OoOl 01 ¥t 0.2 0,2 0.2 0.2 0.2 0.2 0,2 0.2 0,2 0,2 0.2 0.2 70* 5,8* 1."+* 0,8 0,4 0=3 0.2 Go 2 0.1 0.1 0,1 O0O9 0c08 0,08 0,07 12f. -ZL OoOl 0,01 0cQ7 Met, Co 07 0,06 0.06 O0O6 0,06 0,06 0.06 0.06 0.06 0,06 0,06 0.06 O0O6 0,06 0,06 0.2 0,2 0.07 0,07 0,2 0,8 38 18 8.2 9oO 2,0 1.2 0,9 0,5 _0c 3^A. 2.77 JL 0,06 .*K£ May % June t July ; Aug. 8 Sep. 0,l» »3 »3 ,2 .1 0O9 .09 .09 ,09 .09 .09 .09 ,09 ,08 .08 .08 ,08 0O7 ,07 .07 ,06 ,06 ,c6 i>o6 ,05 ,05 0O5 ,05 oO^t OcC** Co 10 0.04 .04 ,03 ,03 003 ,03 ,02 „02 ,02 ,02 .02 .02 „01 ,01 ,01 ,01 .01 ,01 oOl ,01 ,01 ,01 ,01 .01 .01 ,01 ,01 ,01 .01 ,01 0,01 -1°'>7 0'?i 0c02 0.4 0c04 o„o4 0.01 : Year : period 0,6 0.1 0^4 185 249 170 6,1 loO ♦ Estin»t9d( £-27 TABLE E~2 TEMECULA CEU£K, ABOVE AGUANQA VALLEf Location and description ; Wator-stage rscordor and 8lz-'lneh Parthall flume, in Section 35> T.8S.p R.lCo; about 6n« olla southeaat of Aguanga, Rlycraid* Count/o Elevation of gage about 2,OdO fett. Reeordfl available ; May I9 through November 23, 19§3, DlTltlon of Water Resouroes. Remarka ! Reeords good. No diver«ions Inmedlately above reoorder* Dally discharge, in second-feet for the perlfod May I9 through November 23f 1953 Day Hey : Jun* July : Aug. : Sept. : Oct. : Nov. 1 0.8 0.5 O06 0,5 0.5 0.5 2 .8' o5 .6 .5 •5 •5* 3 o7 :^ 06 .5 .5 V i» »7 • 5 :5 :l ..1> 5 .8 »5 .5 .-* 6 .8 «5 «5 .»♦ A «..* 7 .7 .5 • 5 .«» A ...^ 8 .8 • 5 »5 .»♦ A .»* 9 .8 • 5 «5 .4 A .o« 10 -7 .5 .5 oU A .-« 11 .7 .7 »5 A .5 ^« 12 o7 .8 o5 .1* •5 ._« 13 .7 .6 ."4 .H ~* .J.* l^ "7 "5 oU .4 «5 ..* 15 .7 o5 .4 oU »5 ._« i6 ™* "5 .1* oU .5 — * 17 o7 .5 .4 .5 .5 ..,* 18 .8 »5 .3 »5 -»* .6 1? 0,7 »7 • 5 .3 o5 __* .6 20 .7 •7 »5 .3 »5 ...* .6 21 .7 .6 "5 .4 "5 « .6 22 o7 06 "5 .1+ • 5 * .6 23 .7 «5 -5 o3 .5 m 0,6 2h .7 o5 "5 o3 °? — * 25 .7 o5 »5 .4 0I4 _^* 26 »7 o5 • 5 .U «5 -«* 27 .8 .6 »5 .4 06 _=* 28 ,8 4 .5 .u 06 c6 29 .8 = 5 -5 o5 o5 06 30 .7 0.5 ob ^5 0,5 .6 31 _o.7 0.6 . 0.5. _0££__ Total eeoc : ft, daya : -<. „^ l6.lt JtltZ™ _M^i„ -. •=. Mean ; seoo ft. ; »„ «- 0.53 _ oM 0.46 ^^ — Max. sec. fto : ^- ^= 0,7 _ 0.6 0.6 -« s>a Mln. s sec. ft. : ^,i -.^ _ P-5. _. „02l_ 0.4 -. Total : ao. ft. s .. ^„ 3_2_ ... .22- 28 .= •vta * No reoord. B-2a TEMECUU CREEK;, BELOW AGUANOA VALLEY Lcoation and d«?cfflptloni Vater-Btagt reoorder and l6-lnoh raot&ngular bomtraoted weif„ in~§eetlon 2?; T,8Sc; RolE.p about two mllos vest of Aguangap Rlversldo County. Elevation of ga^e about 1^760 feet. Reoc rds avallabl as July 2 throu^ September, 193'tp Division of Water ResouFoes. Remarka ; Reoords got3>do Intermittent diversion above velr at 8S/iE=29a (Bartan), No diversion at 8SAE-29R (Ttunnell) during this period. Daily disoharge>. in seoond-feet, for the period July 2 through September, 195'^ Day ! July : Aug. : Sept. 1 1.0 —* 2 0.8 0.9 — * 3 0.8 0.9 .-4i If 0.J 0.9 -=* 5 0.J 0.9 — * 6 0.8 0.9 ..* 7 0.8 0.9 ._* 8 0o8 0.8 0.9 ? 0.8 0,9 0.9 10 0.J 0.9 0,9 u 0.8 0,9 0.9 12 0.9 0.8 1,0 13 1.0 0,8 1,0 Ik 1.0 0,9 0,9 15 0.9 0,9 1,0 16 0.9 0.9 1,0 17 0.8 0.9 1.0 18 1.0 0.8 1.0 1? 1.0 0,8 1,0 20 0.3 0.8 1.0 21 0.9 o„9 1,0 22 1.0 0,9 0,9 23 1.0 0.9 1,0 2k 1.1 0.9 1.0 25 1.0 Oo9 Oo9 26 0.9 0.9 1,0 27 0.9 0.9 0.9 28 0.8 0.8 0.9 29 0.8 0.9 0o9 30 0,7 0,8 Oo9 ■il 0,8 o..±_ Total m-ib-, _ ft. day ji Mean eeo. ft. Max. a 60. ft. Han. ft}isii"~" a«(, ft. 27„2 o„88 1,0 0.8 -51. * No rsoord. 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B C/l £ !S c ^ g g X o g •>« u S3 s oo\o o • so o o o UN O iH o o o • ITS • O r-l O t-i o r> i-t ON O O J- o O r-i int^ O • O ir\C>J UN CM O ««N UN\0 UNjS- UN C^ ^-a --so) \0 r-t \0 f^ N 1 ON VO VO vi> t-- t^ .M t E-45 Tab;;.* Z-k MISCELLANEOUS MEASURtJIENTS OP SPRING DISCHARGE Spring number : Dats : Spring : .iomb'j? : -Da.rii ■-;- 6S/IE-25H 5-18-53 Trielcle 8S/2E.19B 3- 6-5:1 Triiilcla 25a 5^23.53 C.3 2iGl 11- 2-53 taut than O.5 6S/2E.3CH 9-18-53 TrleklB 2IG3 11- i-53 Les* -i'nm 0.5*- 6sAw-35a 8-11-54 Dry i^B 11- 2-53 Tiflakl* 7S/1E-170 11- 2-53 0.5* 22G1 11- i-53 3o5t 2oai 2- 1-51 0.9 22G2 li- J-53 3.2 2002 2- 1-51 0.1 22P1 11- i-5:i ''•7' ^ 2ifO 9- 2-53 o»5 . 22P2 11- 2-53 Less ihan Oo5^ 23c 9- 2-53 liwss than 1 2t:a 1:- 2-53 7a 300 2- 1-51 C.^t 28A 11- 2-53 1.5* 7S/2E. 6a 9-23-53 \i •36E 8-11-5't ""^ «a 20H > 8-51 8S/3E.:(1G2 8-26-53 e' 32H 12- »t-53 Ock 8sAw-i8B 8-10-5if Trickle 7s/iw-i8a 8-10-5U Triekla 18C 8-10-51+ 1.5* 20J 8-10- 5it 0.5* 21c 2- 9-51 2.0 21E 8-10-5'+ Dry 25B i-25;-5i Less than 1 7S/3W-2W 8-11-5't Dipy 36H 1-25-51 2.U 22N 6^3-^ Tg-iakle 36K 1-25-51 3.3 2702 8- 9-5*+ Triekls 36a 1-25-51 2.1 jAjb 50*'" 27P 8- 9-5't Trlakls 8S/iV--nG 7-16-53 8S/1E- 2P 11- 2-53 Ool' 8S/3W- 1N2 8-11-5^ 80 2-I6-51 0.6 9S/2E-10G 8-26-53 o,5» 8K1 2-16-51 Tpiekls 23K 2-16-51 0.1 ea 2-16-51 11.0 ■}kh 3- 6-51 O08 <«/3W- IH 7-14-53 0,2* 5* '9s Aw- 5? 8-25-54 a. Estimated. b. Reported by owner '0 » APPENDIX P WATER WELL DATA (P-1) TABLE OF CONTENTS WATER WELL DATA Page Wells in Hydrographic Unit No. 1 F- 3 Wells in Hydrographic Unit No. 2 F-35 Wells in Hydrographic Unit No. 3 F-47 Wells in Hydrographic Unit No. 4 F-55 Wells in Hydrographic Unit No. 5 F-59 Wells in Hydrographic Unit No, 6 F-67 (F-2) §5 to — u. □ « o < o < ra -Q £ (D — T3 — |o g <0 4> in > 4> > > > V a> 41 V 4) t) > > > > > > 4>V) t)V) t) UM U(» ti > V t) V V iu« t)^ 5 2 s s "is ss s ss ss s s c CM t> -C Etc U— C pi: « u o u 8 ■o s ON ■t- oo -t- o S g g u •— <-• .. •. ■o .^ •o u — T) -•- m (0 ro to SI -*- ID ta « ■ft .^ ? Qt oa 3 ■fi Ql 3 V) Q« 5 o B w h. h. w ^. o w +- ■ ^ ^ o k. w o •♦- k. 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O S il v. o ■o -I- .a X 1- »- C u > ->- (tj »i X ro _i - c T> UJ u- Qfl 4) S « - 2: •_ (fl «> X Q. « c — T3 0) w. -C -1- lU H . 03 V. — » J> O. 3 O „ o 4) X (fl -« "D +- 1- — — 1) 4) f/) 31 X W •»- era D « O O I- 2 4J «5 X z APPENDIX G RECORDS OP DEPTHS TO GROUIID WATER AT V.^LLS IN AND ADJACENT TO SANTA 1.IARGARITA RIVER WATERSHED (G-1) T.^LE OP CONTENTS RECORDS OP DEPTHS TO GROUND WATER AT WELLS IN AND ADJACENT TO SANTA MRGARITA RIVER WATERSHED Page Depfes to Ground Water at Yifells in Hydro graphic Unit No. 1 .. .. e ............. . G- 3 Depths to Groxinc!. Water at Wells in Hydrographic Depths to Ground V/ater at Wells in Hydrographic unit iTo oT»c«««c«t»«c««»»»t.i>oo ^"^5 Depths to Ground Water at Wells in Hydrographic Depths to Ground Water at Wells in Hydrographic Depths to Groii.nd Water at Wells in Hydrographic Unit NOi, 6 1 . o . . c . s . » . o G-67 Measurementf^ riiade by Division of Water Resoiorces, unless otherwise indicated. Reference point elevations to the nearest foot have "been estimated from topographic inaps, except where determined by barometric level as indicated,, Reference point elevations to the nearest tenth or hun- dredth foot have been determined by differential level. (G-2) G-5 APPENDIX G DEPTHS TO GROUND WATER AT WELLS IN HTDROGRAPHIC UNIT NO. 1 (Dcptha to water In fett ffle&aurad fron ref erantt* point) 5S/IW-28KI - Searl Bro». - Near Diaaond Valloy; map looatlon onljr, aeo location of walls plate; outside watershed. Raferenee point - top of pump eoluim pipe 0.^ foot above ground surfaee, at elevation 1,565 feet. 5/13/53, 13.3. 5S/lW-32ai - Searl Bros. - In Diaaond Valley; 1,8 miles west of Highway 7? and 50 feet north of Nc ^ t Road) In metal puap house. Referenee point - tqp of metal oorer at ground sarfaee, at elevatl - '',578 feet. 8/27/53, 39.5; ilAo/53, 37.7; V22/5'*, 32.9. ' 5S/IW-33RI - Searl Bros. - In Diaaond Valley; O.59 mile west of Highway T), and 70 feet north of Newport Road; In mttal pump house; outside watershed. Referenee point - hole In pump base 0.8 foot above ground surfaee, at elevation 1,614 feet. 8/27/53, 52. 0; II/20/53, 55. 1. 5S/lW-3ltMl - Searl Bros. - In Diamond Valley; O.25 nlle west of Highway 79, and 0.27 mile north of Newport Road; outside watershed. Referenee point - hole In easing 2 feet abo've ground surfaee, at elevation 1,610 feet. 8/27/53, '♦8.2; 11/20/53, U8.9; 4/22/54, 54.2. 5S/1W-34N1 - Searl Bros. - In Diamond Valley; 0.27 "HI* west of Highway 79, ««<1 7° feet north of Newport Road; outside watershed. Referenee point - top of outer easing at ground surfaoe, at elevation 1,621 feet. 8/27/53, 60.2; II/20/53, 55.7; 4/22/54, 59.2. 5S/IV-34PI - Searl Bros. - In Dlamoiid Valley; O.25 mile north of Newport Road, and 0.1 mile west of Highway 79; outside watershed. Referenee point - top of easing 0>i foot above ground surfaoe, at elevation l,6l8 feet. 8/27/53, 53.7; 11/20/53, 53-9; 4/22/54, 52.6. 5S/IW-34RI - In Diamond Valley; 0.5 mile east of Highway 79, and 50 feet north of Newport Road; outside watershed. Referenee point - top of easing 1.5 feet above ground surfaoe, at elevation 1,670 feet. 5/14/54, 81.7. 5S/2W-34P1 - Ko Young - In Domenlgonl Valley; 0.39 mile east of Washington Avenue, and about 650 feet north of Newport Road; outside watershed. Reference point - top of floor 1 foot above ground surfaoe, at elevation 1,479 feet. 5/12/53, 16.7; 11/6/53, 17.2; 4/22/54, 18.3- 6S/IW-3EI - Searl Bros. - In Diamond Valley; 0.48 mile west of Highway 79, and 0.43 inll« south of Newport Road; outside watershed. Referenee point - top of oonerete platform 0.7 foot above ground surfaoe, at elevation 1,630 feet. 8/27/53, 58. 1; II/20/53, 57.6. 6S/IW-3E2 - Searl Bros. - In Diamond Valley; 0.48 mile west of Highway 79, and 0.43 mile south of Newport Road; outside watershed. Referenee point - hole in easing cover 0.2 foot above ground surfaee, at eleva- tion 1,627 feet. 8/27/53, 58.3; 11/20/53, 57.O; 4/22/54, 58.8. 6S/IW-3E3 - Randolph Baatx - In Diamond Valley; 0.24 mile west of Highway 79, and 3IO feet north of Baat« Road; outside watershed. Referenee point - pump base I.5 feet above ground surfaee, at elevation 1,635 feet. 1947, 25; 1950, 5O; 1951, 60; 4/14/54, 62.7. 6S/1WJ4G1 - Searl Bros. - In Diaaond Valley; 0.I8 mile northeast of well 4K1j in metal pump house. Re- ference point - puinp base at ground, surfaee, at elevatlem 1,622 feet. 8/27/53, 85> 11/20/53, 80,9, 6S/1W-4J2 - A. C. Molhenhoff - In Diaaond Valley; O.5 mile west sad 25 feet south of intersection of Highway 79 and Beats Road; open easing. Referenee point - top of easing 0.7 foot above ground surfaee, at elevation 1,628 feet. 5/14/54, 69.5. 6S/1W-4J3 - L. H. Aliert - In Diamond Valley; 0.2 mile west and 0.u4 mile south of intersection of Palm tuid Baats Roads; at windmill 100 feet southeast of house. Reference point - hole in pump base 0.5 foot above ground surfaee, at elevation 1,627 feet, 4/14/54, 82.7. 6S/1W-4K1 - Searl Bros. - In Diamond Valley; 1 "slle west and 0.63 inll* south of intersection of Highway 79 and Newport Road; in metal pump house, 30 feet north of farm road, Referenee point - hole in (usp house at ground surfaee, at elevation l,6l8 feet. 8/27/53, 82.4; 11/20/53, 80. 9. 6S/IW-5OI - Oarbari Bros. - In Diamond Valley; 1.2 miles west and 0.3 mile south of intersection of Highway 79 and Newport Road; in metal pump house I80 feet north of farm road. Reference point - hole in easing at ground surfaee, at elevation 1,576 feet. 5/12/53, 57.2; II/20/53, 50.1; 4/22/54, 6O.5. 6S/1W-5HI - Garbanl Bros. - In Diamond Valley; 1.1 miles west ai>d O.29 mile south of Interseetlon of Highway 79 ^^ Newport Road; in metal pump house 120 feet north of house. Referenoe point - hole In pump base at ground surfaee, at elevation 1,582 feet. 11/20/53, 52.3. ^"■'^ DEPTHS TO GROUND WATER AT WELLS IN HYDROGRAPHIC UNIT NO. 1 (Depths to water In fe«t measured from raferenoe point) (continued) 6S/IW-5H7. - Garbani Bros, - In Diaaond Valleyj 1.1 miles west and 0.35 "ll* louth of Interseetlon of Hlghvay 79 ^^'^ Navport Road; beflde metal building. Reference point - top of oaalng 0.6 foot below ground surface, at elevation 1,581 feet. II/2O/53, 51.2. 6S/IW-6AI - Garbenl Bros. - In Doraenlgoni Valley } 2 06 mllee west and 0.16 mile south of Intersection of Hlg/tway 79 and Newport Road; In metal pvAmp house at northeast corner of eucalyptus grove, Referenee pcilnt - hole In piimp base at ground suirfaee, et elevation 1,556 feet. 11/20/53, 52»1« 6S/1W-'10D1 - A. C, Mehlenhoff - In Diamond Valley; I.25 miles south and 0,5 mile west of Interseotlon of HigJiway 79 end Newport Road; neay pressure tank 45 feet south of house. Reference point - top of oonorete pit at ground «urfao«, at elevation 1,682 feet. 5/lV5'*> 53»7» 6S/IW-10MI - Har»faoe, at eleii'atlon 1,778 feet. 4/13/54, 37.4. 6S/1W-15H;1 - J. R. Vhaltgr - In Diamond Valley; 0.44 mile southeast of well I5CI; in open field. Reference point " hole in board oovep at ground surface, at elevation 1,890 feet. 4/13/54, 4l.8. 6S/'1W-.26P1 - Ds^oan Xsidu3tri«s - Near Sage; 1.7 miles northwest of Highway 79 (measured along dirt road) from J.ates'?e?i^ion 1.4 miles north of Sage (measured along Highway 79)» Reference point - Measured from plankc coT«!rlng top of oaalng 1.2 feet above ground level. 11/19/53, 13.5. 6S/'2W"1A1 - Seaifl Bros. = In Domenigoni Valley; 3.5 miles west and 0.2 miles south of intersection of Hlgh'*ay 79 e-""^ Newport Rofd; at windmill. Reference point - top of pipe olamp 0..33 feet aboire ground awfa/je, at elevation 1,532 fe«to 5/11/53, 33»05 3/6/53, 32.5; V7/53, pujiping; 8/4/53, 34.4; 9/2/53, 34.6; 10/1/53, 34.95 ll/6/53» 35-3; 2/3/5'*. 35«7; 4/5/54, 35,8; 4/22/54, 36.2. 6S/iW-A,'Il - FVsJKsls Dcmenigonl - In Domenigoni Valley; 0.3 mile south of Newport Road from intersection 2.8 miles west of Washington Avenue (mea8uip(»i al<)ng Newport Road) 90 feet south and 12 feet west of ea*t i corner, swtion 2, Ruferenoe point - 6 feet above ground surface. 3/6/53, 22.5; '*/7/53» 22.6. 6S/2W..W2 - JVanoi* Dousenigonl - In Domenlgonl Vallag?; 0.1 mile south of well 2J1. Reference point - ground wurface, 9^7/51, 21 (log). 6S/2W. 3RI - Pete Dcmenjlgoni - In Domenlgonl VaUeyO.lmlle northeast of well 3R2; 20 feet west of dirt pcAdj; cado Refer<»nee point - gpouiid surface, at elevation l,^i feet. 10/53> 22 (own*?). 6S/2W-9K2 - E„ W. Connell - In Dojusnlgonl Valldy; 80 fast south of well JKl. 7/lV53, 3^ (lc«). 6S/2W-10K1 - In Domanigonl Vallej*-; at wlndmlU, O08 mile south of Holland Road (m*aau:ri»d ale-ng dirt road) from inteir«««tion O.5 mll» eaet of WasiUngton A-yeuua (measured along dirt road) from Inter- aeotlon 0«5 mile east of Wa«hing^cn Avenu« (meaaured alosig Kalland Avenus; 50 feit east of house). Reference point - hole in floor board 0,5 foot above grouwd surfaoep at ele'^atlon Ip^OS foet« 5/11/53, 7-^; 11/6/53, 16.75 V22/51+, 12.3. 6S/2W-IIAI - Searl Br^. - In Doaenlgoal Vallsyi O.35 mile soath of well 9J2j at windmill, Referenoe point - top of easing lo2 fe«t abov* ground surface, at elevation lp517 t»i»%o 5/12/53, '31''6? 8A/53, 31<.2j 9/2/53, 32. i? 10/1/53, 32.65 11/6/53, 33o0j J./7/5t, 3^»0; 2/3/5!+, 33»6(. V22/5I, 33.0, 6S/2W-I5DI - In Dom®silg«jnl Valleyj I0O3 mil«3 south and 0,01+ mile east of intersection of Holland Road and Washington AvemiSo Refar«nee point - top of pump alamp 0,1 foot above ground surfaee, 5/11/53, 8.8. 6S/2W-16C1 - In Domsnlgoni Vallayj O08 mile west of well 15D1. Reference point - top of easing 10 feet below ground surface, 5/1V53, l<>i» 6S/2W-16C2 - In Domonlg&ni Valleyj 100 f«®t south of well 16C1. Refereinoe point = top of oMlng 1.2 feet abo%'6 ground swi?fa«i«» 5/l't/53p 13o9. 6S/2W-17N1 - Fred Pourroy - In DomoMgonl Valleys 75 feet east and 35 fe«t north of Intersection of Scott and Leon Roads g at *flndmill. Ref*rnw.* point = top of oaalng 1 foot above ground sui-faoe, at elevation Ipl+Ol feet. 5A5/53i. lO.^I 11/6/53,1 12 ,8 J V22/5't, 13-2. 6S/2W-19EI - In Dome.-.igoni Valleys O^k^ mllfl south and 250 feat east of intersection of Scott and Briggs Roadsj at wiinimlUo Referunee ps»lnt - top oS pit 0.5 foot abo^c gifodind surface, at 8li-»atlon 1,1+18 feet, 5/18/53, 13«5s 11/16/53, 16,7" 6S/2W-19HI - Fred Pourroy - In Domsnigotii Valloyj 0,1+5 mile south and O.I3 rallo wjat of intersection of Scott and Leon Road^i 50 feet aouthwiist of hoas«, Rsferenc* p«jint - top of pit 0,5 foot eb»v* ground surface, at «l«vation lpV,20 fe«t. 5/19/53, 29,1? 11/6/53, 30,3? V22/5I*, 29,9, 6S/2W-19NI - Mrs, Aji°thur MoElhinnay - In Dauiflnigcnl Valleyj 0,9 mile squth and 60 fewt east of lnteir«= seotlon of Scott and Brlgga Roada^ 1+0 feat west of briok house, Reter«n«te polit^ - h*!* In concjcetA cover 0.5 foot abov« gpound STjpiTa©*, at elevation 1,1+10 feat. 11/16/53, 25,0? I+/28/5I+, 2l+.3„ 6S/2W-I9N2 - Mrs, Arthur MeElhinney - In Dom«nlg«>ai Valley? 12 feet south olj well 19N1, Reference point - top of eoniBrst* ciryar 1,2 fea-lfe abwvtei ground eupface, 11/16/53* 28,15 '+/28/5't, i5''3<- 6S/2W-I9N3 - Mrs. Arthur McElhlnnsy - In D-msnlgoni Vallsy; 0,91 mile south and 370 f««i east of intersection of SemXt and Briggs Roads; at windmill, 1+0 feat nortfc«e«t of house. Referenoe point - top of oonorste slab 1,2 feet abswe g^-^uivl aurfaoe, at elevation 1,381 feet, 11/16/53, 29.5; I+/28/54, 25,9, 6S/2H-20N1 - Rleh&rds«.n - In Fysnoh Valleys 500 fe«% saa.t and 3OO feet myth oif interseotlcn of Keller and Leon Roads 5 in «ue.alyptiis griwe, kO fent west of ho»i«e. Referflnoo point - top of casing at ground supfaffit., at eiewtlon 1,1+48 feet. 11/13/53, 77.0; l+/22/5l+^ 7l+„7. 6S/2W-21D1 - H. Bapgaiaa - In D«D«isxlgc*il Vallsy; 1.3 mile east and 75 fe«t soufeh of intersection of Soctt ana Lein Rctdss epen (sa^iUig in Phod, RT?6r«noe print - top of oaaing, 1 foot above ground surfsoe, at elevation 1,1+55 feet. 6/l8A9> 20 (log); k/l6/3^s, I3.5, G-6 DEPTHS 70 CRCm WATER AT WUS Hi HTOROGRAFHIC tJNIT NO. 1 (oonftlnuwd) ^S/2W-2I.ft7. ~ OAlbejrt St«a«M - In French Uallejrj 0,25 mils north cf Kellsj* R«ad (noasnrAd, al«ng WlnohMter Hood), M>d Oa07 nilP «<«)* »fr Winohos'ior Roe^f; 5^ ''«'** RQi-'SJceaBt o? housa. R9f«r«no» poJlnt - top of wood oover'lajS f90li Rbove gpcurtd aunfao*, *ii eloro-tlon IjUjJ.OJ feat. 5/14/53/ 22,8j 11/6/53, 23.65 V28/5'*, 20c2„ 6S/2W-2TIH1 - (Jaib4if1fe Stsamo r I" PpoMh fAllarj^j 300 f ««* wmet of wolJ. 2iaie Rsfairanee po&iit - top of floor 0.5 fos/t 6b«we grcund auipfao*, at «l«w&tiloR ly'*33«5? f«»*» ll/6/53r 22.6. 6S/,'>V-27!>il ~ Airtbur Vial - In ?r«nah Vellcyj 0.62 pile saot. of WaaMng-fien Av«a*i» (moaaursd along far« read) fi-oB Jritiv!fJio«tlon Oti75 ""-l^i-* »ow*h of Kellw Ru&d {oe'MUir'Siol B.\ot»g WaiiMngrSion A'tohu8)| at windmill fO fo«t •6«-f; o? houiiis. Rflfwronjie ix>J.n-» - top of ecnoirft+.e slab 0.5 f**'* 8.b«w» ground i^ur foe Op at olevation lp»<-52o87 f«»*. 5/iV53p iH<-7j 11/12/53p i'^»Sj V28/5'^^» 17ol. 6S/iW-26Bl - Kiir?. E'L'iok " In ypeiaoh Vellayj Oa2lj aollai oftct e«cl 75 fswt south df intwJrewjtlon of Wlnohootsy and KsHor l[lo«.dPe ai?fer®Mi8i puixtt ■■• top of saoiiBii; 1.1 fee-fe «ab9T« grousf.d sjurfRsS;, e.t alwatlon l;4l3*62 fs»t, tt/y/SS* 13.''>!! 5/iV53p ^'^•'♦5 PA/53, 12.7? 9/2/53j 13»5s 10/2/53p 12o9j II/3.2/53, 13.2$ 1/7/5^, 13o6{ 8/3/i'*» 15.O5 V5./5% 11.6{ V^S/?'-}^ 12.6. 6S/rW-2B31 - Karl fVlek - Iti .?ir>isrK)h ValXeyj COlj mile aaat and 225 f®«* south of Interseotlon ©f Winoheatw and Kollof Rnanlsj; at T»lndfflill« Rofoipenoo polBit ~ top of y&jfii elasip I08 feet aboTo gicovrnd aurfaoo, at olffratlop,. l,hncQS foet, 5/lV53> l5->^t> lV'12/53# l^.ltj V^S/jl*, 13.3. 6S/2W-28(0. - IKatI Piflfflk - In Pj"»n®h ^alleyj 0.6 nil© S'otrtih emcl OoSl* salla west off intepsootlon of Washington Airenue wid .'Cellar Roadj at tflsdiaill 100 feat n!js»th of housan Koferwioe point - top of floor bwvrd Oo5 foot cbcv'S grruuni »a~faoo, at elovatlo;?. l^kcOc^ fast. 11/12/53^ 15*95 V28/5'*j, ICO. 6S/2W-2eC'2 "• Rjfjfl, ifVi'^lc " In Pwins)h Vallfiyf O.55 cAlo nt»\xVh tmd Op28 uUlle wost of in'feeyreistion of Washington Avomi't .JMifi Keller Rcww-j In yjap Sieiw* 50 i^^'** Ki'itrth iff hrwe. Raferaws® poJ.nt - top of oonoriste slab 0»7 foe* abOT6 ^SMind swfQCWp at rtdrmtion :.«'tl3,65 fa-^t. 7/^(6, 20 (log)? V28/5ljp 23,3. 6S/2W-SP03 - Kfort Prlok - JCr PVeash T^aHdyj 200 faat southvest of w«iJ. 28t>25 I50 faet wast of house, a«d beslda Bm&ll pasairvolr. Refapewss point " t«ip of oasiiig 0.35 foot abifva sroxmd adPfaoe, at elovatlon l,'ti2„23 fos^s, 12/23^?^ 30n>j (lo?)5 5/15/53? 35''5i V28/5^p 32oU. 6S/JW-j;8J3. ~ A;"l»vriB» Ti&7. = 'in FV©noh Viall«y; O.S*7 inila H^st of wall STWlj at windmill, 60 feet south of hnuAa and 100 .Tsfl-i -*iofit of birr.. Risfai'Mioa poJlnt ~ to? t cbff!re growjd aiipfaoo, at olevctloB. I/+23.22 feet, ^/lk/3% 23. 5j U/12/53p 17^65 h/2f,/^ii, 21„7. 6S/2W~r.8Ji •= Ai!»f;hw Tifil - la ?.T«n®h Valloyj 2^5 feet Ki cf oaioing 0.5 ^'O^^ ahowa gironund ipurfaoep at sla^ation 1,395 feet. 5/l8/53p 19o2s'V2V54, 18.4. 6S/7ir-29Rj. - PiAifrsi Poxwiftiy - In iVoneh Ve.llajrf O.38 rails caet of Eeelep Eoada (moaaiapod along Winohestor Road), and 'JO fi»at soutlifliiJ't of WiiiehssTiOii" Roff-e!; at- windaMl. Rsfa.Tenisa polat - top of easing 0.8 foot BboYa gpomd ourfuvsa, at election Ji,37fc'o71 fe<»t» 5A5/53i. l8.1j 11/13/53, l?"^; 4/?8/5U, 19,2. 6S/2U-30AI - RJl.oharfi,7«?R - In Pren-sh ?Rllv«y; I80 ifsdit west arad 50 fotst s««fth cf Intorseotion of Laen and Kellap Roedflj at win.dn.111p '/O f8«t snorthsuat of housia. Hsfs^smso point - top of pipfl olaap 0.5 foot abore ground sur.Tcoe, at el^«itlan 1,,U27 foet. 5/18/53, 34„,9; II/6/53, 33»2; 4/22/5^, 37.5. 6S/2W-30C1 - In FVwiah Valltgrj I.3 alles south and 0.44 wlla eaat of intersootion of Soott a»>a Brlgga Roads | at windaillp I50 foai north of bend i;'. ?«.<*. Refere,r.!0« poiai - top of wood floor 0.1 foot above ground Burer.n««p at eJ.o'freitlc.n 1,395 'e9^« 5/22/53, 23„2j il/iO/53, 23.4? 4/28/54, 23„3. 6S/2W=30P1 •• MoElhinnay - In Ppensh «^all«yj 0,66 cilia eaut of .3rlggfi Road (measiced along far« road) fron intarseetioc 1.3 tiilaa south ef Soo^.-t .^'.-nd (aieaaurwr. along BiPlggs Ro5«5.)i! at vindmill 120 feet northeast cf fOGC. Rrtfas-aaiss pciiait - top of eonwifata pit 1.0 foot abor^o g~oUr.d surfao*. s-it el«¥Utio>j 1,400 feet. 5/22/53, 42.6? 11/18/53, 46.7? 'f728/54., 4o,7" 6S/2W-30P2 - Ih-Slhli-uiey - Ii,» PrenTiti 'i'f.llsy; 0,5 lolle aa-^t of Erij:!;.? K'j&i {cieosursU along far.: ro«d) from ).nhM' and iiSon Hoa.is; at irinjisiillo Hcf siijr.mc p«4n-t; - top of U s l* litoh board Oi? foo't iibore ground evirfcMO, at elevation 1,380 faet. 5/l6/53y 15»5; ll/12/53> l+«8; VzzM, 10o5o 6S/2W-3Jil - Pontane. Br«i8-, - Li Prsnsh Valli^'; Ooj^ alls noa''5;;>, and 0,03 alls west of JnterBSotlon of Brln-;3 smd Thompson Roedsj 5" i'eat aest of -..luonsftt hoviSie. Rtferftnoe pein-i - top of voo 36 f«ww«r); 5/&0/53, ^0^9; II/I6/53, 1*7085 V28/54, 47.lt. 6S/2W-31L2 - Pont&na Broso - In Rp«mSi VsUsyj 0.-;4 mile not=th and 105 tm^ west of Intersection of Brlggs and Thcrapson Roada. asfsponso point - top of es^liig at gr&una saffao*;, at elevation 1,345. 7't fe«t. 1947, 9 (oroep); !)/20/53, ikA-, 11/16/53, iBoi+j 4/28/54, ^.J. 6S/2W-3IPI - In Prtnofc Vaj.le7j Od Bils wss-'j arti. 120 feot south of Jirtaraeotion of Briggs and Loa Alaaoa RoadSo Refaranse polat - top of wtnid sflvay, 3. foot tiborre ground siw'ao9„ at elevation 1,324.71 feat. 5/20/53, I8e?; n/16/53, I3o4; 4/26/54, 3.9o 6S/2W-31P2 - In Ps'ench Vallas^j O0I8 ad.le wsst end OcC3 mill* noirth of intepsaetlon of Brlggs and Los Alaaos Roads; at wlndalll I5 fafe-ft wist of hoMS«o Rersroaos point - top of wo»i titwir Oc3 foot above grauad surface, at fll«?ation ii.354:08 fe.«>-i. 5/15/53>. 36o6j ll/i6/53., 37.3; 4/28/54, 37.5. 6S/2W-31R1 - R. M, GuEBBlns - In Pr«a»I» Valleys 0^17 mil® north and 6C feet wsst of iaterseetion of Thompson and Leon Roods; in raeta.! puap huusco riafar«»7ffl9 poiEt - top of meiisuiflng p.1p9, at elevatlcn 1,333 feat. 11/18/53, 3.6.9; 4/22/54, ).k.6o 6S/2W-31R2 - Ra Mo Cvffinmins - In ^''Tene'i Vall'^; 0.1 alia waa-fe an6 O0O6 ndl* norih of interseetion of Wla- ohester and Leom R«sr&ds; at wlartiaill, ^0 J'eet aorthoast of housa. ReffarsESts peint = top of pipe olaap O08 foot abow ground S'JlI»^a^«, ai el«'ye/5.ion 1,330 ffjgito 11/18/53, 38o7; 4/22/54, 37. 6S/2W-32i.l = Plaii-rs P«uyri9j- = In ?i««n«h Vellsyj 0,93 3«1J^« nosrfefe anfi CoOt wile wast of in'aerseeilon of Winehestsr iti-id Be, .J9''J. 6S/2W-32L1 - Pierre Peuryoy =■ Ix. PreneSi "feU^iyj 1,2 salla sawtJwoat frosa B«elo;" Road (ateasurad along Wln- ahester Road); 6OO fs9t east «t WineJa^stay Road acti 4ii jTest soaliSi of windmill. Referenee point - top of easing 2 feo* abe^ye ground surfs*©, ttt elwt-tion 1,358 fest. 5/I5/53, ?.3; 11/13/53, 12.0; 4/28/54, 11,7. 6S/2W-32R1 - Pierre Poarroy = In Praash Vallsgi'j O.25 milo west and 9OO fast nor-sh of Interssetion of Be^ler and Thompson Roads. Ref9rs>i«t. point - top of oasing 2.2 f(i«t above ground surfaee, at elevation 1,370.92 feat. 5/i5/53, 28.3; 11/13/53.9 29,4| 4/28/54, 29.5). 6S/2W=33E1 - Pierre Pdwifc^y » In Prenoh "felluyj 0;.77 aS-l* nwth ««d 75 ?®et east ef Intarssstlon of Baolor and Thompson Roads; at >findmill: Ref-ii'sn^e poln-4 = tap of ou^iiig 0.7 foct abewa groiuid suyfaoe, at elav&tion 1,373.07 f*ot. 5/15/53, 26, ?| II/I2/53, 28.05 4/23/54, 26c,e<. 6S/2W-34C1 - In Prsnsih Vallayj 0.4^ Hlli> swuthooat «f wall 27ifl', at wiaSmill twei?. Refarensa point - top of wood floor 1.1 feet abcwa gz-amti mrSntio^ 5/15/53p 16-0; il/12/53, 14.7. 6S/3W-26DI - So W. Reifelf - Near ^^ul'ri^ta; 0.1 mile soeith of Interseetion of Highuay 395 and Keller Head; 150 feet southeast of ahsst a^stal heusaj outaile watarahai. Refei'isneci point - grouad^ surfaee. 6/18/51, 26 (log). 6S/3W.26EI - Alex Maht\8 - Near Murriotr.; 0.35 "il* Sfcu'^h and 50 fo«t «Ast Bf interseetion of Highway 395 and Keller Road; in snail building. Roferenee pcir.t = grouKd surf a«« . S'asiBsr 195if 22 (leg). 6S/3W-3IRI - W. L. Morens - Noar Wildonarj Oo3 iaila northeast of C&-4'% RoRd (msaaured along dirt road) from Interaeetlon 2,2 miles east of F!lg:i»roj 7i (neaauj-ad along Ca-i'i Road). Raferonse point - ground surfaea. 10/7/48, 15 (leg). 6S/3W-35DI - Geoifga !). Evwis ■= Niior Mwrle-teij iol ailee south and 0.24 ails east of Interseetion of Hl^way 395 and Kellnr Ros.d; at wiadaill 275 fea-Seast of hcniS'i. Raforenee poiiitt = top of easing O.5 feet above ground surfar**, at alavatioii 1,560 feat. 10/9/^, j6 (log)? 4/19/54, l8o7. G-7 DEPTB3 TO GROUMD WATER AT WSLI.S IN HYPRCGRAPHIC UNIT NO, 1 (iQepths to water in feat moG«ujped froD raferenve polAt) (oontlriiaed) 6S/3W-35D2 - tteorge D„ Evans - Ne<«« Iftorrieta; 10 feet west of veil 35D1| at wlndmlil tcwor<, Ref erenee point - top of eaaJ.ng Oc'/ foot abore ground s«r-fft©«o V^9/?'*-p 19»lo 6S/'UW-2WJ. - P. Gc Parkins - N9S«" Sedo®: Co^5 mil's nor-thi^-ost froa foryden Street (aGosured along Cereal Sti»09t) from Intarseotion 0.,28 rails soutfeftfest of Htst)wa7 71 (aeaaured along Corydon Streut); 75 f«8t southoast ol" building; outeic'e irnitavshedo Uof«ireti«9 point - top of eaaijig, at ele'T&.tlon l,265oOl+ feat. 6/18,^8, 130. Oc 6S/'!t¥-21Rl - lo Po Chcppel - Wear Sedftoj Co53 mile soistJiwest of Hlghwiy 71 (meacui-ed aloqg Copydon Street) and 50 f99t scuthsast of Co.*yd<9a Streetj cutsidc wateyaJ-ado Referan©* pcitit - top of 2-iiieh nipple, at elerotion 1,266.89 foet„ 6/12/46, 58o8j ll/2'f/lf8, 6Ms V2a/53r 93o7? 7/6/53* 93.1. 6S/+W-22S'l - 51dB«y Kelsey - i^eor Sodo«; lj,2&0 faot siopth ond 750 ?eet «a»t of intersection of Highway 71 e«d Corydon Street; at winduill outsAds watorshede, Kefeirenes point - top of oaaing, at eleratlon X,290.36 feet. 6/13A8, 16.25 11/26/ije, l6o'-J; V22/iJ9, 17c3f 5/^/32, I7»7j 2/23/53, I80I5 't/V53, i?.**; 7/6/53, 16.1; 1J./9/53, 17<.8, 6s/tW-2231 - Albert Kasni&p - Neour Sedos; IOC feet wsst and 50 Ceot saath of intei^seotlon of Orange and Almond Streets; outside watsrshed. Roferenos poi:it - top 0? casing, at ele-yation ljM-22o78 feet. 6/I8A8, 31+08: 11/26A8, 3h,2', hfz%M, 3ko7i ?/l6/?2, 360,35 2/24/53. 36.3; V2V;3, 36.5; 11/19/53, 36.0. 6S/UW-22M1 = H. H, Hillebrtind - Wear Sedoe; 750 feet rjouthuoat of Highway 71 (Koasured along Corydon Street), and 75 foet Korthwest of Corydon Stvaat; outside watgrshe'ic l-lefopan^a point - top of oafllng, at elevation 1,272.78 feet. 6/18A3, i63o'>; ll/2'+A6, 172.1; 9A8/5C, 173-5; II/10/53, 171.5. 6S'W-23m - Pped flathk:e - Near 3«des; 30" feet no!"th and 5OO feat we^t of intersection of Bijtndy Road and Cherry Stpcei; west of tank tafflpj otatslde wate.-shedL Refarenoe pol.nt - top of casing, at elevation lj,i+10<,* feeto 6/18/46, ^7»^8 li/26A8, ^''%y, V22A5, '+3.'+5 S/lS/52, 48.3; 2/23/53, ^7'U V21/53, 5^-1; U/9/53» 51o^j Vl9/5'+, W«2. 6S,''+W~26B1 - C„ R. D&vson " Soe-r Scdooj Oc67 milis oajst Md 500 feet souih of inioicsootlon of Orange Street and Bundy Canyon Ro»ids soy.tix^S'.at of hoiMU,, Referenoe potr.t = top of eaalirg 1.3 feat abo?'* ground surface, at elevation l,'->09ol3 feeto Note; MiWBu:p»iK©nts are fron aimer's j'vooT'.ts except as indicated. 6/1A8, '♦8.2} 7/l/Uo, ^d,A, c/lA8, 1+9.0, 9/1A8, »49<=3? 10/1/48, h^o'r, ll/l/'*8, ^^'■bi 12/lAR, lt9.2s l/lAj, ^^^^i 2A/49, ^^9o6; 3/1A5, ^?.8; V1A9, '^■"■■^Ji 5/15^5*, 50<.6; 6/l/'5, 5^-5! 7/1^9, 51»?5 8/1A9, 51.6; 9/1^9, 52.0; 10/1/1*9, 51.55 11/1/45, 51,55 12/I.A9, 5l„8; X/l/;0, 51.5; 2/1/50, 51.7; 3/1/50, 5i'85 Vl/50, 52.05 5/1/50, 52.3; 6/1/50, 52.7; 7/1/50, 53o3f 8/1/50, 53-1? 9/ir./5«"-', 53«7j .10/1/50, 53.7; II/I/50, 53»7; 12/1/50, 53.8; U/l/51, 5»^.c°. 2/1/51, 5I4.I; 3/l/5lp S'^cSj Vl/51i. 5'*«3s 5/1/51, 5'+o7; 6/I/51, 55-2; 7/1/51. 57.05 8/I/51, 55»35 9/1/51, 5'-'o:>; io/i/5ip 55-3; iVl/51, 55<>2s 12/1/51, 55.3; 1/I/52, 55o25 2/1/52, 5^'c8v 3/1/55, 53085 Vl/52, 5X065 5/1/^:2, ^^o(^% 6/1/52, 1^9.85 7/1/52. ^+9.618/1/^2, i+e,7; 9/1/52. "48.1+5 10/1/52, iJ7oi; 11/1/52, 't7oS5 l2/i:v'52, %.l? i/i/53, '+7=05 2/1/53, */.3; 3/1/53, '+7»5i; Vi/53, W.U; 5/6/53, ^806 (DHR)5 7/7/53, 5'3«^'' (»''«)? ll/5/53f 52»1 (CWl); Vl9/5'+, 50A fTrfR). 6S/UW-26E1 - HapE^/' Dji-'is - Near Ssdoo; O.lJ- Fnlle south apd 75 t'iet west of int^^'seotion of Bundy Canyon Road said Ghisrry Street; ort:-;ld«s wat«pshod. Rofsrcnoai point - loxrsr lip of aoasuplng plp» O.3 foot above g!?ound Ei^'iTaoa, at sle'^sitior. 1,362 feet. 2/20A8, 53.1+ (Cali?„ Elao. Pwor Co.); 5A/5I, 55.6; (Calif. Eloo. Power Co„); 11/3/53, 58o9; ^/l9/5'^, '■*7o5- 6S/l!iW-26lil - Lo Mo Cartey = Near Sisaos; 100 fesrte wast itnd 25 feat south of int&paootlon of White and Walnut Stroets. Refsrenaa point •= top of oaslng 0.6/ t'n-- above ground B».irfac7; V7/53, 162,3; 7/6/53, 192o8; 11/9/53, dry. G-^ DEPTHS TO GROUl© WATER AT iWFXLS 1« WDROGRAPHiC ajJIT MO. 1 (Daptha to vater In fee^i measuir«.!*0 feat. 11/9/53, 122.0; Vl9/5't, 123. 5. 6S/UV-27N2 - Vllliaa Wright - Near Sedeo; O.I6 mlla aautheast of Bryant St?'«st (neasured along Palomar Street) and 75 feet southwest of Palomar Etreii*; outside watarahed. Referenee point - lower lip of pipe 1.3 feet above grcuad supfaoop at rfievatioK 1^292.17 feet. 6/7/50, 64 (log); 7/16/53, 66.«t; 11/12/53, 6b.3; Vl9/5^, 6»t.£. 6S/ltW-28Bl - I. p. Chappel - Near Sedoo; I.65O feot northee^t 0? Palomar Street (neaaured along Corydon Street) and 300 feet northwast of Corydon Street; 75 f9»t southeast of bSLra; outside watershed. Referenoe point - top of casing, at elevation l,26't<.07 feet. 6/i8A8, 51.6t ll/S^/W, 57.'tJ VljA?* 51. 3j V21/53, 86.3$ 11/10/53, 89.5^ 6s/liW-28l>l - Charles de B9«r' •> Near Sedoo; O.k^ mile northwest of Corydon Stre«t (aeasured along Palomar Stir'eet esctended) and 100 feet eouthweat of Paloma?' S'U'eet extmded; outside watershed, Re^ ferenoe point - ground surfooe, 3/17 A7» 21.3 (Calif, Eleo. Power 0©^). 6S/UW-28HI - Near Sedoo; 1,400 feet southeast of Corydon Stre«t (neasured along Palomar Street) and 1,050 feet northeast of Paloaar Streitt; at vindoilli outside watershed. Referenoe poin'v - top of casing, at elevation 1,289.34 f««t. 6/l8/Ue, W.**; Il/2't/l48, 1*9.0; V2lA9, 50.6; V20/53, 67.3. 6S/^W-28Iil - L, Kinnster •> Near Sedooj 1,150 f«et northeast of Orand Avenue (measured along Corydon Street) and 200 feet northwest of Corydon St!r>e«t; at windmill; outside watershed. Referenee point - top of wood floor, ut elevation 1,279.18 fe*t, "6/18^8, 12.'*; II/2U/I+8, 13.35 V2lA9, 12.3; V21/53, 11.2; 7/6/53, 15'9j 11/10/53, 15»7'. 6S/UW-28M1 - W, W. Hillis - Near Sedoo; 36O feet northwest of CoBydon Str«9t (measured along Grand Avenue) and 100 feet southwest of Grand Avenue; outside watershed. Referenoe point - hole in pump base, at elevation 1,297.38 feet. 6/l8/'+8, 25.**; l]/2ltA8, 26.2; h/Zl/k^, 26.55 5/15/52, 25„2; 2/2V53, 24.9; V20/53, 23. I5 11/10/53, 2»».5. 6S/1+W-28P1 - Near Sedeo; 600 feet southeast of Corydon Strset (measured along Grand Avenue) and 35 feet northeast of Grand Avenue^ at wlndmllij outside wate'-shed. Referenee point - top of oaslng, at elevation 1,300.M6 feet. 6/18/48, 29.9; ll/2UA8p 27.1; 4/7/53, 31.8} 4/^0/53, 29.O; II/IO/53, 33.0. 6S/UW-28P2 - V, Cleveland - Neap Sedoo; lp550 feat eoutheaat of Corydon Street (meafiured along Grand Avenue) and 24o feet southwest of Grand Avenue; outoide wateri!)h«i. Referenee pc-lnt - top of wood floor, at elevation 1,301.59 fast. 6/I8A8, 28,8; 11/24/48, 25.65 4/20/53, 32,8; II/IO/53, 33.5; V20/54, 32.0. 6S/ltW-28Rl - Near Sedoo; 1,900 feet northeast of Qv&nd Avenue (measured along Bryant Street) and 50O feet southeast of Bryant Street; at windmill; outside watershed. Refermoe point ' top of casing, at elevation 1,293. 4o feet. 6/18/48, 38.4; 11/2^/1+8, 39.4; 4/21/U9, Uo.k} 5/IO/52, 1*5, l|; 2/2V53, 47. 0; 3/6/53, 47.0j4A/53, 48.2; 7/6/53, 47.8. 6S/UW-33A2 - J. E, Tarr - Near Wlldomair; 85O feet southeast of Bryant Street (measured along Orand Atfenue), and I50 feat northeast «f Gimid A^s^nus; {tutolde watershed. ReiTeirAnoe point - top of oonerete fioor 0,h foot above grooad surfaee, at elaTO-tlin 1,304.97 fe«t. 6/ieA8p 50,85 II/I6/50, 57.2 (R.C.S'.CAW.C.D,); 4/23/53, 58,0; II/IO/53, 60.0; 4/20/5lt, 58.5. 6S/UW-33B1 - L. H. Kingoland - N«ar Wlldomar; 200 f««t aow^hea«t of Bryant Strett (measured along Grand Avenue) and 100 feet southwest of Gir-eind Str««'l^,; out«ld«i watershed. Refer'sne^ polusit ° top of casing 0.74 foot above groussd surface, at elowtion I,3l8»73 fo«t. 6/I8A8, 53.4; 4/21/^9, 53,8; 4/20/53, 58.5; n/10/53, 58.8; 4/20/54, 60.5. 6S/UW-33HI - Near Wildomar; O.31 mile northwest o? Weelty Stre(*t (measured along Grand Av«nu»), and 120 feet southwest of Grand Avsnue; 30 fe«t southwest of house. Reference point - top of casing 0.3 foot above ground surface, at elevation I.308 fest. 4/20/54, 58.3. 6S/UW-33H3 - Blake - Near Wildomar; 0043 mile southeast of Bicyaa'ft Strest (measured along Grand Avenue) and 220 feet southwest of Orand Avenue. Reference point ' top of casing O.5 foot above ground surface. 4/23/53, 57. 1. 6S/I(W-33B4 - J. T. Hutchinson - Near Wildomar; 0.43 ml* eoutheoat of Bryoiat Stre»t (mea«ur9d along Orand Avenue), and 130 feet northeast of Grand Avenu«. Referenee point •• top of oasing 0.4 foot above ground surface, at elevation 1,300 feet. 4/23/53, 45,9; 4/20/54, 53,4. G~10 DEPTHS TO GROUND WATER AT VfELLS IN HYDROORAPHIC UNIT NO. 1 (Depths to water in fett measured from referenoe point) (oontlnued) 6S/UW-33H5 - Mary Turku - Near Wlldomart O.38 mil* southeast of Bryant Stre«t (measured along Grand Ave.nue) and 100 feet northeast of Grand Avenue. Referenoe point - top of easing 0,07 foot above ground surfaoe, at elevation 1,295.54 feet. V23/53> SloOj 11/12/53, '♦9.5J V20/54, 5I.0. 6S/I4W-33K6 - Antonio Stelllno - Near Wlldomar} OoS? mile southeast of Bryant Street (measured along Grand Avenue) and 0.I5 mile southweat of Grand Avenue; op«n oaaing at power pole. Referenoe point - top of easing at ground surfaoe. 't/23/53» 32. 9« 6sAW-34B1 - Bill Stuart - Near Wlldomar} O.U mile northwest of Orange Street (measured along Highway 71) and 120 feet northeast of Highway ^It in open field. Referenoe point - top of eonoreta floor 0.6 foot above ground surfaoe, at elevation 1,286.32 feet, 4/22/53, 67. 5{ 7/l6^/53» ^8.0j II/12/53, 69,5? VlVsU, 68.1. 6S/1W-34d1 - E. W. Roblion - Near WildBmar} OeSS ralle northwest of Wesley Street (measured along Highway 71) and 75^ fsst southwest of Highway 71. Referenoe point - top of easing oolleur 0*5 foot above grouod surfaoe. 11/12/53, 9I.5. 6S/UW-3ljEl - Near Wlldomarj 0.I6 mile northwest of Vi,..ao; Street (measured along Grand Avenue), and 100 feet southwest of Grand Avenue; at windmill. Referenoe point - top of wood cover 1.3 foot above ground surfaoe, at elevation 1,292.61 feet. V23/53» 61.0; V2O/5I+, 62.9, 6S/14W-34E3 - S, M. Morrison - Near Wlldomar; 520 feet northwest of well 3'+El} at windmill 40 feet south of house. Referenoe point - top of easing 0,35 foo't above ground surfaoe, at elevation 1,301.18 feet. 6/18A8, 55.9; 11/24A8, 5^.0; 5/16/52, 68,5} 2/24/53, 70.4; 4/23/5^5 66.9; 11/12/53, 64,9; 4/19/54, 66*0. 6S/4w-34E4 - Don Trenary - Near Wlldomar; 650 feet northwest of Wesley Street (measured along Grand Avenue) and 170 feet northeast of Grand Avenue; northwest of house. Reference point - top of casing, at elevation 1,287.47 feet. 6/18/48, 50.6} il/24/48, 46.6; 4/23/53, 58.0, , 6S/4W-34E5 - Near Wlldomr; Uoo feat northeasterly of well 34£4. Reference point - top of easing 0.5 foot above ground surfaoe. 4/23/53, 63.6. 6S/4w~34B6 - Near Wlldomar; 3OO feet southeasterly of well 3484; open easing in open field. Reference point - top of oa«lng Oo5 foot above ground surfaee, at elevation 1,267 feet. 3/6/53, 61.4; 4/7/53, 59.9) V23/53p 59.3> 8/5/53, 5^.6; 9/1/53, S'*.^? IO/5/53, 5^«9l 1/7/5^ 55«lJ 2/3/54, 55.O5 4/2/54, 55.I; Vl9/5'+p 55.1. 6S/4W-34G1 - C, J. Spore - Near Wlldomar; 7^0 feet southeast of Wesley Stre«t (loeaaurod along Dnlpn Avenue) and 150 feet northeast of Vnion Aveoue; open easing, Referenee point - top of wood eover at ground surfaoe, at elevation 1,258,62 feet. 11/29/48, 25.95 4/21/49, 29,0; 4/23/53, 33,8; II/I2/53, 35.2; 4/20/54, 35.4. 6S/4W-.34G2 - C, J, Spore - Near Wlldomar; 110 feet northeast of well 3461. Reference point - top of casing 2,8 feet above ground surfaoe. 4/23/53, 34.6. 6S/4W-34G3 - Co J. Spore - Near Wlldomar; 210 feet northwest of well 34G1; open casing. Referenoe point - top of easing 2 feet Pbove ground surfaoe. 2/1 9/53, 34,0; 4/23/53, 34,5, 6S/4W-34J2 - Henry Langstraat - Near Wlldomar; 0,07 mile southeaat of Gruwell Street (measured along Front Street) and 100 feet northeast of Pront Street. Referenoe point > top of the easing 0. 9I foot above ground surfaoe, at elevation 1,253,10 feet, 4/28/53, 43.3; 3^/5**, "tO. 6S/1'W-34J3 - Near Wlldomar; O.O5 mile northwest of Central Avenue (meaqursd along Front Street), and 50 fe*t northeast of Front Street, Referenoe point - 2 feet above ground surfaoe, at elevation 1,250 feet, 2/19/53, 36,1; 4/28/53, 35.1j V21/54, 35.6, 6S/4W-34j4 - Bob and Lea Phillips - Near Wlldomar; 0.1 milts northwest of Central Avenue (measured along Darby Street) and I50 feet northeast of Darhy Street, Referenoe point - top of easing O.98 foot above ground surfaoe, at elevation 1,244.63 feet, 4/28/53, 31,8. 6S/4W-34J5 - Arthur H. Cooper - Near Wji.domar; 370 feet northwest of well 34J4, Reference point - top of easing 0,6 foot above ground surfaoe, at elevation 1,248 fe»t. 4/28/53, 29.8; II/12/53, 32.1; 4/21/54, 31.1. 6S/UW.3406 - Dr» Hunter - Near Wildomar; 0,23 mile northwest ct Central Avanue (measured nilong Darby Stroat) and 50 feet southwest of Darby Street, Referenoe point - top of oonorete oaeln;? 1 foot abce ground surfaoe, 4/28/53, 47.1, G-11 DEPTHS TO OROaHD WATHl AT WELLS IN HYDROGRAPHIC UNiT N0„ 1 (Depths io water in feet measuired from reference point) (continued ) 6S/1W-34J7 - John Fitzpatrlok - Near Wildomar; 75 feet southeast ani 150 feitt northeast of Intersection of Oruwell and Darby Streets. Reference point - top of casing at ground surface, at elevation 1>252 feet. V28/53, 31.2; 11/12/53, 32,7; V20/5'+, 35.U. 6S/UW-34J8 - Arthur H. Cooper - Near Wildomar; 190 feet northwest of well JUjU. Reference point - at top of casing 0,67 f""** above ground surfaoeo V28/53> 25o7'> 6S/UW-3ltJ9 - Near Wildomar; 50 feet northeast and 50 feet southeast of intersection of Front and Elm Streets. Reference point - top of casing Oo67 foot above ground surface, at elevation 1,252 feet, V28/53, 33.0; 11/13/53, 32.5. 6S/ltW-3lW10 - Allen - Near WHdMoarj 60 feet southeast of well 3UJ6. Referwioe point - lower lip of pipe 1 foot above ground surface; '+/28/53, 30-'l» 6S/UW-3lttCl - G. E. Parry - Near Wildomar; 1,500 feet southeast of Wesley Street (measured along Grand Avenue) a«d 200 feet northeast of Grand Avenue; in barn. Reference point - top of easing O08 foot above ground surface, at elevation 1,277.15 fe«t. 11/29/1+8, 46 = 0; V2lA9» '+6.81 5/16/52, 53. 1; 2/2 V53, 57.8; 11/13/53, 55-8. 6S/UW-3ltLl - Near Wildomar; 200 feet northwest and 200 feet northeast of intersection of Grand and Wilson Avenues. Reference point - top of casing 0.45 foot above ground surface, at elevation 1,282.19 feet. V27/53, 61.1+. 6S/ltW-3l4Ml - Lord - Near Wildomar; 35O feet southwest and 75 feet southeast of intersection of Grand Avenue and Wesley Street; in pump house. Reference point - top of wood cover 0.5 foot above ground surface, at elevation 1,300 feet. 11/12/53, 80.I; 4/19/54, 78.9. 6S/ltW-34Pl -CO, Karl - Near Wildomar; 0.2 mile southwest of Grand Avenue (measured along Wilson Avenue) and 60 feet northwest of Wilson Avenue. Reference point - top of easing at ground surface, at elevation 1,318 feet. 4/27/53, 75,5; II/13/53, 83^2. 6S/4W-34ai - Neeu- Wildomar; I90 fest southwest and 100 feet southeast of intersection of Gruwell and Dunn Streets; at windmill. Reference point - top of casing at ground surface, at elevation 1,262 feet. 5/27/53, 38,7; 4/20/54, 40.5. 6S/4w.34a2 - C. E. Blttlkofer * Near Wildomar; 50 feet northeast and 50 feet northwest of intersection of Grand Avenue and Gruwell Streets Reference point - top of pimp base 0.17 too* above ground surface, at elevation 1,278 feet. 4/24/53, 57.4; 11/13/53, 51«4i 4/20/54, 52,8. 6S/ltW-34a3 - Gruwell - Near Wildomar; 200 feet southwest and 100 feet northwest of intersection of Grand Avenue emd Gruwell Street. Reference point - top of casing Oo5 foot above ground surface, at elevation 1,292 feet. 4/27/53, 74„5; II/I3/53, 64o0; 4/20/54, 69.3. 6S/4W-34a4 - Prank E. Collier = Near Wildomar; 350 feat southwest and 200 feet southeast of intersection of Grand Avenue and Gruwell Street. Reference point - top of oasing 0,33 f6ot above ground surface, at elevation 1,266.56 feet. 2/3/27, 46.4; 4/24/53, 49.5; 11/13/53, 50o9j 4/20/54, 5I05. 6S/4W-34a5 - Near Wildomar; 300 Jest southeast and 100 feet northeast of intersection of Grand Avenu* and Gruwell Street. Reference point - top of floor at ground eurface. 4/27/53, 46. 3- 6S/1|W-34Q6 - Russel 0. Freeman - Near Wildomar; 300 feet southwest and 200 feet southeast of intersection of Gruwell aad Dxmn Streets; 50 feat wast of house. Reference point - ground surfaoe. 7/28/51, 4l (log). 6S/4W-34R1 - Guy S. Clark - Near Wildomar; 75 feet northeast and 30 feet southeast of intersection of Grand Avenue and Elm Street. Reference point - top of wood cover, at elevation 1,261.31 feet. II/29A8, 38.0; 4/21/49, 37>95 5/16/52, 43.-5; 2/23/53, 4l.7; 4/7/53, 45»8; 4/27/53, 44.4; 7/6/53, 45.8; 11/13/53, 47,2. 6S/4W-34R2 - Guy S. Clark - Near V/ildomar; 150 feet northeast and I50 feet southeast of Intersection of Grand Avenue amd Elm Street; at windmill. Reference point - top of guide bar Oo5 foot above ground surface, at elevation 1,260 foot. 3/6/53, 4o.9; 4/7/53, 4lo7; 4/27/53, 41.1; 8/5/53, 43.9; 9/1/53, 44.4; 10/5/53, 44.6; 11/13/53, 44=6; 1/7/54, 44,6; 2/3/54, 44.1; 4/2/54, 43,75 4/21/54, 44.1. 6S/4W-34R3 - Guy S. Clark - Near Wildomar; 100 feet northwest and 50 feet southwest of intersection of Central Avenue and Olive Street. Refersnee poisst - ground surface Oo5 foot above ground surfac*. 4/5/51, 41 (log). G-12 DEPTHS TO GRCXJND WATER AT WEIXS IN HYDROGRAPHIC UNIT NO, 1 (D«pitis to wa-f^cr in fe«t noasiirsd froB ir*ferene« point) (oontinuad) 6S/IW-34R'* - N^ar Wildoaarj I50 feet scuthoast and 100 feet northeast of interBeotion of Oraad aad Central Avenues; at windmill. Referana* point - top of easing a-t gro'J.nd surfaooc V27/53s> '♦0<,5» 6S/^V-3ltR7 ° Near Ifildonar; 280 feet nortih^est and 90 feet soutlnrest of inters eeti on of Dunn and Elja Streets. Referenoe point » top of easing 0.67 foot above ground swfaoe, at elevation 1,359 feet. V27/52, 39a8. 6S/l*W-3ltR8 - Bo L. PreeuaK - Near WildonKir; 100 feet r.orti^west anl 100 feet aoutlwest of interseotlon of Elm and Oli^e Streata. Refei-ensa point - top of oasirg, O067 f oot abo're ground surface, at elevation 1,258 feet. V28/53, '^a.S} V2lM» '♦2.6. 6S/l|W-3l+R9 - Orovllle Grovf - ?Jear Wildomar; 200 feat southeast and IJK) fsot noiPth«ast of intersection of Central Avenus and Olive Strest. Referanoe po'.srt - top of easing at grcund surface. V29/53> 31«5» 6S/tW-35Cl - Near Wildomarj O.5 mile ncrthet\st of Highway 71 (Measured along Central Avenue), and 90 feet southeast of Central Avenue, at vindmill. ll/l3/53» '^rji V2l/5'tp dry- 6SM'-35D1 - Charles B. Withrow - Near Wildomar; I80 fe9t south and I50 feet east of intersection of Orange Stroet aad Barter Road? in uetal buil'itngo Reference point - hole in easing 0»33 ^^^i above ground surface, at eiev8.tlon 1^305.40 feet, h/h/32, 50 (log); V22/53, 62,55 11/1.3/53, 56<.'ts V20/5»+, 57.3s 11/23/5!+, 6O.5. 6SAW-35PI - H. E. Blaokforn = Near Wildomar; 0,3 Bile northeast of Highwfsy 71 (measured along Central Avenue) ewd 100 foet southeaist of Central Avenufij at wlndmillo Referenee poliat - top of oaslng, at elevation 1,285*62 feet. il/29,/U8j 33-8; V29/53<. 37=6^ 7/6/53, 36.2; U/13/53, 39o; V21/54, 39.2. 6S/+W-35LI - Near Wlldoisar; O.!** mile southeast of Central Avenue (measured uloing Highway 71) and 100 feet southwest of Highway 71« Reference point - top of pump base loO foot above ground surface, at elevation 1.253c 39 f««*' V29/53, ^■^' 6S.AVf-35Ml - Wlldonar School - In Wildomarj soutfc oornei." of intarseetloa of Kigljway 71 a»d Central Avenue; in northwest ©oraep of eohooXyardo Referetjee point - (a) -feop ^f steel ©lamp O.l foot above ground surface, atelevation 1,256,02 feet (10/27/26 through 3/7/27)> (b) top of caning a-5; giround surface, at elevation 1,255.94 feet (II/3A5 to present). 10/27/26, h7ok iV&il Co,); ll/U/26, 1*7.7 (Vail Co.); 2/3/27, 1*6.5 (Vall Co,); 3/7/27, ^3o7 (Vail C0O5 n/3A5, '♦S'O; 11/29/1*8, 1*5^8; V2l/t9j **5^05 5/16/52, 52.3; 2/23/53, 50.8; V28/53<. 53.35 U/3/53, 56.6? V21/54, 53.0, 6S/1*W-35M2 - Stephens - Near Wildoaar; 260 feet southeast amd 200 feet northeast of intersection of Front Street and Centsral Avenue. Referanee point - top of oasing Cilk foet above grcwnd surface, at elevation l,2»*5o7i feat, lo/29/52p 30»7; 1/20/53, 3'+.5; VsC/'S,'., 31.2s iVl3/53, 33=5; ^/zi/^, 33=7- 6S/1*W-35M3 - Thomas L. Sayer - Waa? Wildomap; 30O feat a©rtheast ajjd I50 feut norti»*«3t of intersection of Front Street atid Central Avemue. Referenee point - top of casing Ot.8 foet above ground surface. V28/53. 31*0 5« 6S/1*W-35M'* - Turner - Near Wlldomar? I50 feat noirthwest and 100 feat southwest of inters eotion of Highway 71 and Central Avenue, Keferono® point - top of oasing 0^5 foot abo 29„8; 9/1/53, '♦2.O. 6S/1*W-35P1 - !!r3, Joan Kelly ~ Near Wlldooapj 0,3 Bile southeast of Central Avenue (aeasured along Highway 71), aiid 100 foet southwest, of Highway 7I5 at wiadHill. Rafapence point - top of wood floor 1.0 foct above ground surface, at elevatioa 1,21*3.3 feet. l*/29/53, ^0.5; ll/l3/53» ^^8; 3/l+/5^, 1*0.8. 6S/UW-35P2 - May Hill3»n - Near Wildomar; 0„2 mile southwest and 0,27 mile southeast of interseotlon of Hlght^ay 71 and Central Avenue; in wood pump house.. Rafersnoe point - hole in pump base, at elevation 1>233,58 feet. Notes Measurements from Vail Company reoorae, 3.0/27/26,-. 27. 1; 2/3/27, 24,9. 6S/l+W-35ai - Thomas Wilks - Near Wildojaar; 0-6 mile southeast of Central Avenue (measured along Highway 71) and 0.1 mile northeast of Hlglway 7I; at wUidaill tower. Reference point - top of elbow on discharge pipe 1.0 foot above ground surface, at elevation 1,21*590 fsat, 2/II/53, 2„8; 4/22/53, 1,5, 6S/I+W-36CI - Near Wildomar; 0. 9 mile east and 200 feet sou^* of Interseeilon of Baxter Road and Central Avenue. Referenise point - top of oasing 0.4 foot above ground .surface. 1.1/13/53, 1*3»6. 6S/4W-36D1 - H, A. Smith - Near Wlldofa&r; 0.48 mllo east aiid 150 feat south of interseotlon of Central Avenue and Baxter Road; 5^ feat east of adobe hcuse, Raferenoa point - top of casing, at elevation 1,405 feat, 11/29/48, 35.6; 5/16/52, 36.8; 2/23/53, 35-63 4/22/53, 4l,0; 4/20/54, 36,9. G-15 DEPTHS TO GROUND WATER AT WELLS IN HYDROGRAPKIC UNIT NO., 1 (Depths to water in feet measured from reference point) (oontlnued) 7S/IE-I+FI - Ed Shookley - In Weber Valleys 3,4 mile northeast of Highway 79 (measured along dirt road) from Intereeotion 2.2 mile southeast of Sage (measured along Highway 7?); 3° feet northwest of owner's house; under windmill tower.- Reference point - hole in plank cover 1.4 feet above ground surface, at elevation 2,771 faet. 11/18/53, 29.7; 5/+/5't, 27-9- 7S/IE-I+GI - Ed Shookly - In Weber Valley; 3,6 miles northeast of Highway 79 (measured along dirt road) from intersection 2«2 miles southeast of Sage (measured along Highway 79); 150 feet northeast of barn. Reference point ~ top of casing 2=7 feet above ground surface, at elevation 2;,788 feeta 11/18/53, 32-3; 5A/5'+, 30-9- TS/lE-l+Ll - Ed Shookly - In Webei' Valley; 3 2 miles northeast of Highway 79 (measured along dirt road) from intersection 2.2 miles souxheast of Sage (measured along Highway 79); 75O feet east of road and 100 feet north of fence. Reference point - top of casing lo5 feet above ground surface, at elevation 2,71+3 feet. 11/18/53, 12. 9J 5A/53, 10 7- 7S/lE-ltPl - Campbell - In Weber Valleyj 600 feet east of well 1+P2.- Reference point - top of casing 1.3 feet above ground surfacco 11/18/53, ^-7; 5A/5'+, 2. 80 7S/1E-1+P2 - Campbell - In Weber Valley; 3.0 miles northeast of Highway 79 (measured along dirt road) from intersection 2,2 miles southeast of Sage (measured along Highway 79)p ^^ windmill east of dirt road. Reference point - top of plank cover 1;8 feet above ground surface, at elevation 2,73^ feet. 11/18/53, 19^3; 5A/5^, 2lo9. 7S/IE-6PI - Duncan Industries - East of Sage; O.9 mile east of Highway 79 (measured along dirt road) from intersection at Sage; 60O feet south of road; 130 feet south of reservoir; at base of power line pole. Reference point - top of casing 0=5 foot above ground surface, at elevation 2,392 feet. ll/l8/53, '+1.3; 5/»f/54, ltl„6. 7S/IE-7AI - Ss T. Creech - East of Sage; 1^6 miles east of Highway 79 (measured along dirt road) from intersection at Sage; at windmill 3OO feet south of barn on Circle C Ranch. Reference point - top of casing 0.75 foot above ground surface, at elevation 2,1+91 feet» 11/16/53, iW. 7S/1E-7A2 - S. T. Creech - East o-' Sage; 1.-7 miles east of Highway 79 (measured along dirt road) from intersection at Sage, 3OO feet south of main residence of Circle C Ranch in east end of white building. Reference point - top of casing 0,7 foo* above ground surface, at elevation 2,512 feet. 11/16/53, 16.3- 7S/1E-7A3 - S. T„ Creech - East of Saga; 1^7 miles east of Highway 79 (measured along dirt road) from intersection at Sage; 30 feet north of mair: house, on Circle C Ranch; open casing. Reference point - top of casing 1=5 feet above ground surface, at elevation 2,521 feet. 11/16/53, 15-8« 7S/lE-7A't - S, T, Creech - East of Sage; 3OO feet southwest of well 7A2,, Reference point - top of casing 1.5 feet above ground surface, at elevation 2,510 feet. 11/16/53, 9-2. 7S/IE-7CI - Duncan Industries - East of Sage; Tuoalota Ranch; 60O feet south of well 6P1. Reference point - top of casing at ground surface, at elevation 2i,382 feeto ll/l8/53j 28o9; 5/'+/5'+, 28.2. 7S/IE-7DI - Duncan Industries - East of Sage; Tucalota Ranch; OoU mile east of Highway 79 (measured along dirt road) from intersection at Sage; at wlndaill beside foreiaaa's houae„ Reference point - top of casing 1 foot above ground surface, at elevation 2,359 feet; No date, 45 (log); ll/l8/53» 25-5; 5A/5't, 17»9» 7S/1E-7D2 - Duncan Industries ■■ East of Sage; Tucalota Ranehj OcU mile east of Highway 79 (measured along dirt road) from intersection at Sage; well in corrugated metal shed, 6OO feet west of well 7^3' Reference point - measuring pine I.3 feet above ground surface, at elevation 2,342 feet. 5/19/53, 8 (log); 11/18/53, llo7o 7S/IE-7EI - Duncan Industries - East of Sage; 0.4 mile east oS Highway 79 (measured along dirt road) from intersection at Sage; 400 feet south of Tuoalota Rsjich house; test hole with capped casing. Reference point - top of casing 1«4 feet above ground surface at elevation 2,333 feet. 11/18/53, 9-5; 5A/54, 7o9- 7S/1E-7E2 - Duncan Industries - East of Sage; 15 feet south of well 7E1, Reference point - hole in board cover at ground surface, at elevation 2,332 feetc 11/19/53, 9- 5 J 5/'+/5'+, 7'7' 7S/IE-7E3 - Duncan Industries - East of Sags; 225 f««"t southeast of well 7D2. Reference point - hole neap top of casing lo3 feet above grouiid surface, at elevation 2,34l feet„ 11/18/53, 12; 5^/5*+, 9»8. 7S/1E=8D1 - Bill Ruckle - East of Sage; 3OO feet southeast of well 7A2. Reference point - hole in board cover at ground surfeuse, at elevation 2,520 feet= 11/16/53, 9<'7'' G-14 DEPTHS TO GROUND WATER AT VffiLLS IN HYDROGRAPHIC UNIT NO, 1 (Depths to watar in feet meaaured from reftror.ee point) (oontiiiuod) 7S/1W-6G1 - John Kazaroff - In Lo3 Alamos Valisy; Ot65 "ils "^^t o'' Warren Road (measured along dirt road) from intersection 0<5 mi\e north of intersection of Warren and Benton Road (measorod along Warren Road); in wood p Near Murrieta; O.57 mile south and 470 feet west of intersection of Auld and Leon Roads; at windmill In fi«ld betwesn two ti'ees. Reference poiat - top of concrete blocks O08 foot above ground surface, at elevation 1,295.13 feet. 5/22/53, 6=6» 11/18/53, 7-3? 4/29/54, 3.8. 7S/2W-7R1 - V. V. Hilliacd - Neap Mwri^ta; Ool4 mile west and 50 feet south of intersection of Borrel and Leon Roads. Reference poist = top of cosierete sailing I08 f«et above grou2>d surface, at elevation 1,282,88 feet. 5/22/53, 10.-31 11/16/53, 5o9» 4/29/54, 6.9. }-l6 DEPTHS TO GROUND WATER AT WELLS IN HYDROGRAPHIC UNIT NO, 1 (Depth* to watej In fe«t ffleftsurod fron refeiPSRoe point) (ooniimavd) 7S/2M.8A1 - Alex Borel - Near Itsrrlot*; at windalll 0,?5 mile »outh an 7S/2tf-l6J2 - H. A„ Nicolas - Near Murrttta; at vindmill 200 fe^l; west of well loJl- Reference point - top of oaslag 0o2 foot abo-ffe ground suffaoe, at ele-t-ation ly380 feet. II/16/53, 32085 4/29/54, 28»6. 7S/2W-16J4 = M, Ao Nicolas - Near Muirriota; 25O feet eotrth of well I6JI0 Referanoe point - top of casing 1.0 foot above ground surface, at eleWution IjSSO festo 11/16/53, 53^0; 4/29/54, 51»8o 7S/2V7.18P1 - Lo J. Servel - Hoar Murrletas, Oc25 mile nortlSifeast of veil 19CI0 Reference point - top of casing Oo7 foot above ground surfa«>ec 7/52, 79-5; 5/25/53, 8lo7; 11/18/53, 83<=3; 4/29/54, 83^7. 73/2W-19CI = L„ Jo Servel - Near Marrieta; 0„7 mile oast of WJatshestor Road (measured along dirt road) from intersection O0O6 ralle north of Websxer Avenue; 30 feet east of well I9C2 pump house. Refererwe point - hole In top of ceding lo5 feet aboTr« groimd swrfaoe, at el'watlon l,l45 feet. 11/18/53, 82.3; 4/29/54, 73<.9o 7S/2W-19C3 - L„ Jo Servel - Near Miirrie-to; 0,2 mile south»sa3t of w«ll I5CI0 Refarenoe point - top of oa»iJi« 1,0 foot above ground surfaeso 7/52, 114-5? 5/25/53, 112-5s 11/18/53, lllo7o 7S/2W-24F1 - Vail Coespany - In Glsnoak Valley^ C«3 naila sotiih and 30O fo®t east of intersection of Long Valley and Buck Roads ; at wlndaSll on bank of Sar.ta Gertrudln Creek. Refferanee point - top of wood cover at ground surfaosc 5/25/53, 0«2; II/I9/53, 0,0- 7S/2W=26N1 - Vail Company - In Long Valley; 5=5 alias northeast of Htghc/ay 395 (saeasured along Long Valley Road); at windmill 100 feet amXh of Lung Valley Road. Referoniss point - (a) top of casing 0,3 foot below ground surfaoe, at elcTation l,307o68 fe«t (6/13/25 through 9/37/27) 5 (b) *"? of 4 x 6 inch over casing at ground surface, at elevation 1,308^0 fesit (5/19/53 *© prese«t)o Notes MoasuremeHts from Vail Company records, except as indicated. When drilled, I50 (log); 6/13/25, 155-2; 5A/26, 154,0; 9/8/26, 154.0; 10/15/26, 154<,i; 11/3/26, 154a; 1/13/27, 154.2; 2/19/2-. 154.2; 3/15/2?, 155.1? 4/25/27, 154.3; 5/14/27, 154<35 6/5/27, 154.5, 6/18/27. l^i.3i 7/18/27, 154<.2; 8/16/27, 154.3; 9/17/27, 154.35 5/19/53, 146.5 (d™); 11/19/53; 154.7 (DWR), 4/29/54, 148.3 (DWR). 7S/2W.26N2 - Vail Company - In Long Valley; map location only, see location of wells plate. Reference point- top of casing, at elevation 1,312.60 feeto Note: Measur ementa fron Vail Company records. 8/9/26, 87«1; 9/8/26, 88o3; IO/15/26, 8808; 11/3/26, 86.2; 1/13/27, 89»1» G-17 DKPTHS TO GROUND VfATER AT WELLS IN HYDROGRAPHIC UNIT N0< 1 (Depths to water In feet raeasur-ed from referenoe point) (oontinuea) 7S/2W-27RI - Vail Company - In Long Valley; at windmill 0.2 mile northwest of well 26N1c Referenoe point - top of casing cover 2 feet above ground surface, at elevation 1,300 feet. 5/19/53» 138.5; ll/l9/53» l'+7«8: 7S/2W-3ODI - Vail Company - Near ttirrleta; O.55 mile east of Banana Road (measured along Nicolas Road); open casing 250 feet south of Nloolas Road and 23O feet southeast of houstc Reference point - top of easing lo5 feet above ground surface. 5/20/53, U3«2; ll/l8/53» '+9«5; '^M/5^, '+5<8. 7S/2W-30D3 - Vail Company - Near Murrleta; at windmill frame 10 feet west of well 3ODI. Referenoe point - top of easing at ground surfaoeo V29/5'+, 'tOd. 7S/2W-33EI - Vail Company - Near Temecula; 3.5 miles east Highway 395 (measured along Long Valley Road); at windmill 300 feet north of Long Valley Road. Reference point - top of casing ,1=0 foot ajjove groiuid surface, at elevation 1,230 feet. 5/19/53> 84,8; 11/19/53, 'h^^i '♦/29/5't, BUoS: 7S/3W-2GI - J< A. Richmond - Near Murrleta; 0.12 mile west of Los Alamos Road (measured along dirt road) from intersection I.9 miles northeast of Highway 395 (measured along Los Alamos Road)jl50 feet west of garage. Referenoe point - top of concrete casing at ground surface, at elevation l,lt20 feet. '+/23/5'+> '+•1. 7S/3W-2G2 - Jo Ac Richmond - Near Itirrieta; 100 foot north of well 2G1 and 10 feet west of house. Referenoe point - top of wood cover at ground surface, 't/23/5'*, 9»8. 7S/3W-2KI - I. H, Gentry - Near Murrleta, ,09 aile southeast of Los Alamos Road (measured along dirt road) from Intersection 1,7 miles northeast of Highway 395 (measured along Los Alamos Road). Reference point - at opening by discharge pipe. 8/I9/52, 52j II/25/53, ItS.l. 7S/3W-2P1 - Andrew James - Near Murrleta j 1,25 miles northeast of Highway 395 (measured along Los Alamos Road) at windmill 35 feet west of Lc? Alamoa Read. Referenoe point - top of casing 1 foot above ground surface, ^t elevation li,300 feeto 11/25/53, J,^.\i V23/5'+* 36-6. 7S/3W-5LI - J. Borenstein - Near Murrleta; 0=32 mile north of well 5PI; north of house.. Reference point - top of casing 1«3 feet above ground surface^ 2/7/52, 18 (owner); V2V52, 18 (owner); II/25/53, 30.I. 7S/3W-5PI - Near Murrleta; I.3 miles northeast of Adams Avenue (measured along Magnolia Street extended); at windmill 30 feet east of Magnolia Street extended. Rei'erenee point - top of casing 2.7 fee't above ground surface, 2/U/53, i^M; II/25/53, 28 3^ 7S/3W-6DI - E. W, Bennett - Near Wildomar; Clt mile northeast of well 6E1> Referenoe point - top of casing at ground surface, at elevation i,3'tO feet. 2/II/53, 13.7; 5/6/53, ^"i-^V, 11/17/53, 38^3: 4/21/5^*, 13. 't. 7S/3W-6EI - E. W. Bennett - Near Wildomar; 0»7l mile northeast of Highway 7I (measured along Oak Springs Ranch road) and Ocl3 mile north of Oak Springs Ranch road. Reference point - top of casing 2 feet above ground surface. ll/l7/53, 8.2. 7S/3W-6JI - Powers - Near Murrleta; 0.7 mile north of well 7*1 (measured along dirt road). Reference point - top of wood block at ground surface, at elevation 1,260 feet. 2/4/53, 7.56; 5A/53, 8c9; 11/17/53, J'(>', 4/22/54, 7.7. 7S/3W-6K1 - E. W. Bennett - Near Murrietaj O.58 mile east of Oak Springs Ranch road (measured along dirt road) from intersection 60 1 miles northeast of Highway 71 (measured along Oak Springs Ranch road); west cf reservoir 950 feet south of dirt road« Reference point - top of casing lo5 feet above ground surface, at elevation 1,320 feet. 11/17/53, 43^35 4/21/54, 35.0. 7S/3W-7AI = Perwera - Near Murriata; 12 feet northeast of well 17 A2; open easing: Referenoe point - top of casing 0.5 foot above ground surface, at elevation 1,200 feet. 5A/53, 25o7; 4/22/54, 29.8'. 7S/3W-7A2 - Powers - Near Hirrieta; 30 feet west of well 7A3; open casing. Reference point - top of casing 1^0 foot above ground surfaee, at elevation 1,200 feet. 5A/24, 25.4; 4/22/54, 26o5. 7S/3W=7A3 » Powers - Near Murrleta; 1<1 miles easterly of Highway 71 (meaaured along^ dirt road) from inter- section 0.9 mile northwest of Magnolia Street; open oasingo Referenoe point - top of caalpg 3 feet above ground surface, at elevation 1^200 feetc 2/9/53, 26.6; 5/4/53, 27.3; 11/17/53, 29.3; 4/22/54, 26o6. G-ia DEPTHS TO GROUND WATER AT WEULS IN HYDROCRAPHIC UNIT NO 1 (Dapthe to wsitep In re«t measured tram reference point) (eontims'sd) 7S/3W-7fil - ?8, 7/9/53, 130.7; S/5/53-. 130 9, 9/l/53> 131-0, 10/5/53i 131 0, U/17/53. 13l^0j l/7/5t, 130 9; 2/3/5*+, 130,9; V2/5'+, 130, 9„ 4/22/5I+, 130 9. 7S/3W-7E2 - P«iW3M - Near Maxrietaj Oo77 raj.le northwest of Ifegnolia Strest (m^aaured along Highway 71) and 50 feet northeast of Highwajr 7I:, Reference polr.t - top of casing 0,60 fost above ground sitrfaee, at elevation 1,11^7^71 fe«tc 5/lnt = top of casing 1^3 fe«t above ground « 65 (log) J 6/l/52y 179 7; 1/19/53, 153-1; V7/53, 150o5; 7/9/53, 153-0; 3A/53, 156.2; 9/1/53, 158.1; 10/5/53, 155^55 11/18/53, 152.7:, l/7/5'-(', 156»"; 2/3/5^S 156-2; 4/2/5*+, l3*+«8; V22/54, 141. lo 7S/3W-7a2 - Howard Kos'fow - Near Iluprieta; TOO feet ijorthwest ar.d XkO foet northeast of intersection of Adaais Avenue and HagnoHw'. Stie9t„ Raferinee point ~ (a) not described 1.5 feet above ground surface, at elevation 1$, 171, 8,9 feet (l0/27/*5 «»ad; 200 foet north of hou^e and 40 feat west of metal shed. Reference point - top of casing 1„5 ."Teet^ above ground surface, at elevation lp325 feet. 7/52, 39»6; 5/25/53, '+0.3; ll/20,.''53, 40„6; k/Zj/^^, 4l,.l. G-19 DEPTHS TO GROOM) WATER AT WELLS IN HYDROGRAPHIC UNIT NO. 1 (Dtpths to uater In feat neasured frco rsferstw* point) (eontlnaed) 7S/3'*-12Pl - Vo G. Conparette - Near Murrleta; 0.66 mile west and O.27 mile north of Intersection oi Vjn- oheater Road and Hunter Road; '/O feet eaat of barno Referenoo point - top of oaaing I06 feet above ground surfaoe, at elevation 1,300 feet. 8/22/52, l^.^; 1/19/53, '*3.2; 3/6/53, 46.5; V7/53> '+5»9: 5/21/53, '♦8.1; 7/9/53, '+3.5; 8A/53, '»3.6j 9/2/53, t3.5; 10/1/53, '+3.7; 11/20/53, 1+3.7; 1/7/51+, "+308; 2/3/54, 1+4.0; 't/5/5i+, ^.^i V23/5'+, 43.7. 7S/3W-12P2 - V. G. Comparette - Near Murrleta; 25 feet south of well 12P1. Reference point - top of ^aslng 1.2 feet above ground surface, at elevation 1,300 feet. II/20/53, 41.8} 4/23/54, 4l.9. 7S/3W-14NI - H. Flaoh - Near Murrleta; .O.5 mile east of Highway 395 (meaaured along Webster " /suue) and 25O feet north of Webster Avenue. Reference point - hole In pump base at ground surfaoe. When drilled 45 (log); 11/19/53, 49.2. 7S/3W-15N1 - Near Murrleta; 0.28 mile west of Highway 395 (measured along Webster Avenue) and 3OO feet south of Webster Avenue; at windmill. Reference point - top of casing 0«8 foot above ground surfaoe, at eleva- tion l,l4o feet. 5/14/53, 92; 12/1/53, 86.1; 4/23/54. 85-4. 7S/3W-15Q2 - M. J. Yoder - Near ttirrleta; 0.12 mile east and 0.12 mile south of Intersection of Highway 395 and Webster Avenue; In barn. Reference point - ground eurfaoe, at elevation 1,170.07 feet. Note: Measureraentu from Vail Company records. 10/31/25, 104.4; 5/13/26, 103.4; 8/9/26, 105.7; 9/8/26, 105.9; io/l3/26, IO6.O; 10/25/26, 106. 0; 11/3/26, 106.0; 1/12/27, 104.6; 3/7/27* 105.1; 6/21/27, 10308; 7/27/27, 104.1; 8/23/2?, 104,4. south , 7S/3W-I5Q3 - M. J. Yoder - Near Murrietas 0.l4 miles /aad 0.12 miles east of intersection of Highway 395 and Webster Avenue; 25 feet southwest of metal shed. Refsranse point - top of easing C06 foot above ground surfaoe, at election 1^150 feat, 12/I/53, l6o6; 4/25/54j, I80O. 7S/3W-16C1 - Charles Yoder - Neajp Murrleta; 0,5 mile north of Los Alamoa Road (meaaujfad along dirt road) from Interseotion O085 mila northeast ot isfferson Avenue (measured al^mg Los Alasoi!! Road); at pressure tank near house. Refepenoe point - ground swyfaoo, at elevation l,2ta fast. 12/30/53, 94 (log). 7S/3W-I6OI - 0. E. Yoder - Neap Mupplsta; O083 mile northeast of .lefferaon Avenue (u!«asu7'ei along Lo« Alamos Road) and 30 feat northwest of 'Lob Alamos R«ad; at wlndmillo Refapenoe point - top of casing 0,9 foot above groujid surfetoe, at elevation 1,150 feet. 6/3O/5I, 38 l«mer)5 II/25/53, 41.4$ 4/23/^4, 50.5. 7S/3W-I6HI - C. E. Yoder - Near Murrleta; Co87 tails northeast o? Jafferscn Avenue (measoped along Lcs Alamos Road) and 35 to6t southeast of Los Alamos Road; at wlndBlll near tank. Reference point •=■ top of metal flange 1.1 feat above ground surface, at elevation l,l40 fe«t. 11/25/53, 35.3. 7S/3W-I6EI - 0, Ro Rail - Neap MuffiPleil^,; 0.5I mile sjortheas^i of Jsff arson Avsnue (maaeur-ed along Los Alamos Road) and O0I6 oiile southeaat of Los Alamoa Road. R«fe!i>4no4 point - hole in pump base at groumd surface, at election 1„U0 feat. 5/12/53, 22.9; 12/i/53p 22.85 4/23/54, 23.5. 7S/3W-I6MI - 0,, Ro Rail - Near Mxirrleta; O0I9 mile northeast and 0o04 mile northwes't of Intei-seotlon of Jefferson Avenue and Ivy Street; at windmill 20 fe«t southweet of drivewa,y, keferanoe point - top of easing Oo7 foot above grouswi aurfaee, at elevation l,131o99 feat. 1947, 50 (owner)j IO/16/52, 69.35 5/12/53, 66.91 12/1/53* 68.6} 4/22/54, 68.0. 7S/3W-16NI - Ralph Bates - Near Itiprieta; 0.04 mil» nos^hwest and O0O5 mile northeast of Intersection of Jefferson Avenue and Ivy Street; at windmill. Reference point - top of oeieing at ground surfaoe, at elevation 1,109,04 f eot. 1944, 17 (owneij«)j 5/12/53, 32.4; l2/l/53i. 31+07. 7S/3W-I6N2 - John Inohauetl and Rober-fe Rash - Near Murrl«ta; weat corner of intersection of Jefferson Avenue and Ivy Street; at windmill 6 feet nortlswest of tiullding. Referentie p^lnt - top of casing at ground surface, at elevation 1,103.4 fe«t. 5/12/53, 24.5; 12/1/53, 33.8; 4/22/54, 33.O, 7S/3W-I6N3 - John Inchaasti aad Robert Rash - Neajf Hirrleta; 40& feet sotitheiat and 200 feet northeast of interseotion of Jeffeifson Avenue euid Ivy Streat; in gapage. Referanoe point - top of casing 1<,28 feet above ground surfaoe, at elevation 1,102.36 feet. 5/12/53, 20; 12/I/53, 29. 7S/3W-I6N4 - Near Murrleta; 0.1 mile southeast and 100 feet northeast of intersection of Jefferaon Avenue and Ivy Street; at windmill near shed. Rafarenoe poiat - top of ooalng I.3 feet above ground surface, at elevation 1,116.50 feet. 12/1/53, 42.5; 4/22/54, 42.2. 7S/3W-I6N5 - C. S, Gordon - Near Murrleta; 460 feet southeast and 260 feet southwest of intersection of Jefferson Avenue and Ivy Street; In shed 3OO feet southeast of house. Referenoe point - hole In pump base 1.5 feet above ground surface, at elevation 1,099.2 feet. 9/20/52, 21„7; 5/12/53, 23.2; 8/5/53, 24.4, 9/1/53, 26,7; 10/6/53, 25.O; 11/30/53, 25.2; 1/8/54, 25.I5 2/3/54, 25.4j 4/5/54, 25.2. G- 20 DEPTHS TO OROUM) WATER AT WELLS IN HYDROOKAPHIC UNIT NO. 1 (Daptha t0 vaier In feet meaeurfid froM referenos point) (oontlmied) 7S/3W~i^N6 - Joe KalbereT - Mmlsi* Murrletaj UOO feet northeaat and 30 fee* •outhaaat of lnters*etlon of Jefferson Avenue eind Ivy S-^eet; 23 feet southeast of house. Reference point • top of oaring at ground nuiffaeej, at elevation 1,103.59 feet. 5/12/53, 29.3$ 12/I/53, 29.75 k/2k/^^ 12.»», 7S/3W-17CI - T. C„ Wlokawl - Near Murrleta; Ool mile scuthaast and COl* Bile southwest of interseotloa of Jefferson Avenue and Lemon Str«et; 75 ^^^'^ sotathsast oiT houses Referenoe point - top of easing 0.5 foot abovd grouad swrfaee. 5/7/53> ^7'6- 7S/3V-17EI - E. Et Ranch - Nea?' njirri«ta| 200 feet northwest ajSKS 200 feet northeast of Interseotion of Highway 71 '^- Lemon St8°e«ti> Rcfeireiioe po&nt - top of ooncrete slab 0.5 foot above ground surfaoe. 5/5/53, 33.2o 7S/3W-17S2 - C. 7. Pottey - Meaip Itirri«»ta!i O.!)! ib<1» northeas'fe eM 100 feet noptJwest of Intersection of Hlghvay 71 *n^ Lemon Stpem^j 5 f«cr4 noipth of garege^ Referenee point - top of osLSlng 1. 5 fe«t above gr-M-md jmrfaos, at elemtlisa 1,130.2 fe«t. II/H/I45, 30 (log)| 5/5/53, 37'>5J 7/28/53, 37«5J 11/19/53, 37.OJ 2/23/5»t, Ul.l*. 7S/3V-:i7E3 - Paul ThonpfDn - Nea!?> Munrieta; 0.1 mile nortfavest and 200 feat northeast of littersection of Highway 71 iMd L*injn Strestj at windmill 100 feat northeast 0? heus©. Rof erenoe point - top of easing 1 foot above gyasnd ourfaoo. II/19/53, 36. U. 7S/3W--17FX - Ke&T Murrleita; 0.1 mile southeast and 200 feet northeast of Interseotion of Adama Avenue emd Lemon Street; 20 feet north oS hcuee. ReCerSitse point - top of easing 1.2 feet above ground surface, at elevation l,13lt foet., 5/7/53, 37.9; .11/19/53, 39oOj "4/23/51^, 39,2, T^/y^-lTfZ - M„ f.„ ThuTiji© " Heair J^uyrlrtoi O0I5 mile sautheast Bn^ 300 feet northeast of intersection of Adana Avenue and Fiomon Street; at vindnlll. Refea'oas© poiwt - top of casing at gi'ound sttrfaoe. 9/2/'52, 30.8r, 11/19/53, 33.5« 7S/3W-17F3 - ?. E, Clark - Neay MurrJeta; 265 ^ee* northeast and 185 fe*"* southeast of inters eetion off Adams Avenue end Lemon Styeet. Raf erenoe point »• top of oaalng 1.7 feet above ground surface, at eleitation 1,135 fee*" 16/1V53, H0.25 4/19/5"+, '♦0'6. 7S/3W-17'51 " Clyde T'jx - Neap Murrlotaj 0.25 mile southeast of Lemon Strest (measured along Jefferson Avenuol and 100 fett southwest of Jefferson Avenue; 75 feat northwest of hoiisJ). Reference point - top <^i cae.'.Rg lc2 feet above gr«Mad surface, at 'elevation 1,135.51 fe«t« 5/7/53, '♦5<'35 11/19/53, '*7«0j V23/5^-, '+6o7« VS/'?W-17H1 - n, C. AfftfeifflP - Neap Hurrlota; 0,07 isllo northeast an£ 200 feet northwest of intersection of Jerfei"^on As'snue and Kalmia Sts°e<)to Reference point - top of casing 0.1 foot above ground surface, at elevation 1,132,1*5 fe»t. 5/6/53, '46,3. JS/yil-lp^ ~ E, Brysnft - Heai" Marrlafta; 0^2 mile northeast of Jefferson Avenue (Measured alomg Kalaii* Str^iet) an-S 100 feet ss^Sieast o? Kalmia Strast; 30 fa** north of hiiiooe. Refet-enae polat, - hole' la pump base at ground surface, at elevation 1,160 feat. 5/12/53, 72.6} II/19/53, 76,5} ^/2^/^k, 75.5. 7S/3V-17''l - Robert Jenes - Near hiirrletaj O.07 oils scuthsast and kO feet southwest of intersection of Kalnla Street and Jefferson Avenue, in metal shed. Refarenc* point - hole in pump base 2,2 feat abovs ground surface, at elevation 1.125,16 feet. 4/26, 38 (log); 11/3/26, 38,9 (Vall Co.); l/U/27, 38,2 (Vail Co.), IIA7/53, 1*8.2, l/B/54, 5^.2, V23/54, '49.0. ' ^/.'■jW-]17J2 - H. Snd^h - Near Hurraata; 10 f e«t north of well I7^3p 2 feet northwest of garage. Reference poin4 - top 5>2 feat. Note: MeasureoiQats froa VaM Company records. IO/30/25, 28.9? 11/2/25, 28.9? 3/3/26, 28.7; V23/26, 28,8; 6/28/26, 29.7; 8/2/26, 30.U. 7S/3W-17J3 - M, Smith - Near Murrlet&j I50 feat southeast and 100 feet southwest of intersection of Jefferson Avenue and Juniper Street; in garage. Reference po3.nt - hole in pump base 1.2 feet above ground surfaoo, at elevation 1,11*4.17 fset, 5/12/53,514,0. /.3/3W-17K2 - Rey Bszjuiaon - Hear Wirrieta; 0.1 mile northwest and 75 feet northeast of intersection of K«.lmia Sibr^et and Adans Avenue; "45 feat nort>M9Bt of house. Reference point - hole in casing 2.2 feat above gro5iaid surface, at ele»atlon 1,120 feat. 8/17/53, 38.1; ll/25/53» 38,9? VW+j 39.0. 7S/3W"171<2 " Willit A. Thompson - Neap Murrieta; map location ODly;^ see location of walls plate. Referenoa polai* - top of oasiBg, at election 1,119.53 feat. About 1913, 37 (log); 11/3/26, 36.'* (Vall Ca«), G-21 DEPTBS TO OROIIND WATER AT WEU,£ IN HVDP.0GR4?KIC TOI'f NO, 1 (Jepths to ve.ter in f«<«t m6ii.9'ired .^rom rafeironoe pjlr/i) (contiiTJibd) 7S/3V/-17L3 - Willis A„ Thomp£OK - N^ar tluiprle'toi 5OC 'Isst nin,-Shtf«el r-nd 3OC to^t ttorvhefjit of in'ilersec-ficr of Washington A^yenue and Kairaia Street; at ilndmlll 50 foai; east o» hcu3 8<. RefsiPenoa point - top of casing, at elevation 1,110 .faelo k/:i6, 2i. (logij 5/12/53^. 36.7; 11/30/53^ 30='*; '+/23/5'+, 38.0. 7S/3W-17?! - Ira Rail - Near ^ya'fls-ia.', 2^0 :'39t nt/J-thwaa-i an 21o9o 7S/3W-17P2 - Sam Barnes - In Murrletaj 350 feot eeuthoast and I50 feet scisttweat of intersection of Wash- ington Avenue and Kalmla Streets Rsf erenee poir.t - top of oaring I06 feet above ground surface. 5/15/53, 26.2. 7S/3V-17P3 - Nora Getter - In Murrietaj 100 fea*, norttwas'i and 100 feet norfnieaat of interpeotlon of First Avenue and B Street. Roference point - top of ossin^ 0,6 foot above ground 8tir?»c«, 5/l5/53j 23,4. 7S/3W.17P'+ - In MurrietQ; at vindciiill 12C feet nortlieas-i and 50 fe*t s^outh^&st cf "intersection of Second Avenue and Kalmia Strvsst^ Refsrenoe point - to? of easing 0-3 ;*oc-i above ground 3urfa.ee, at elevation 1,098 feetc Note: Meaduremeats froM Rlversfids CMsatj Flood Gontrcl ami Wat9?> Cans ert^at ion District records, 8/30/5I, 21cO; 10A6/5'-, ^,4^ 6/IO/53, 22oC; 7/9/53» ^Ac^f, 6/10/53, 22„3; 9/16/53, 23.I5 10/22/53, 23.5; 11/9/53, ^3^65 12A/53, 23.85 l/S/5'^5 ^^^ll 6/1/5'*, 23.5; 7/7/5^*, 23.7, 7S/3W-1702 - Pc Saiuaniego - Ik Muirrieta; 100 feet soutSwest and 200 feet northwest of intersection of Adams Avenue and Junipar Str'Set; 55 f**'^ sowthvcst of housi^. Refereae* polrat - top of casing 1.0 foot above ground surface, at slevatlca l,10lv f oet. ' 5/15/53, 3'*.5; 12/I/53, 36.6. 7S/3W-17fi3 - Hax Thompson - In MuE-iPleta; 0.13 Hlji.e northeaft and 15O feet southeast oi intersection of Washington Avenue and B Stree'^; 20 fast fjctitheaat of houti6c Reference poin-i - top of easisig 1.2 feet above gro^jnd surface, at elevation J.j,100 fafrto 5/20/53, 29o35 5:/l8/5'*, 31«8. 7S/3W-17RI - H. Sykes - In Murrieta; at trindisill 25O feet northwest and 250 feot northeast of intersection of Ivy Street and Adams AvenaSc Ret'sranse poi!»t - top of pipe olamp loO foot abo^ie ground surface, at elevation fjlOS.!? feeto 5/12/55, b5c2. 7S/3W-I8AI - R. R. Swain - In MuaTleta; C = 12 ail® »K»rth©ast and IOC fest southeast of intersection cf Magnolia Street and HlghM&y 795 ^'^ ■vinimlll 25 feet northeast of }iCTSsao Reference point - top of casing Oc6 foot above groassd surface, et elevation l,152o^-9 feet. 5/5/53, 59<.05 II/I9/53, 580O; 4/22/5'+, 60.2. 7S/3W-I8A2 - Nea? Murrletas at windjnill Ocl'^ alls ^laisisheajt and I50 i'ss-fe wopthaast of inters«etion of Magnolia Street ajid HlgSway 71« Reference point - top of boaa^d eo»/er OEislng 1 f oct abo^e ground surface. 5/5/53, dryi 11/19/53, Ary; 4/22/5'+, dry. 7S/3W-18A3 - Co .'. and Mo ¥0 Thospiioa = Near fte'f4et&5 0^Z2 Bile sowthoast and 50 feet sou-^a»«st of Intes^ section af ^fegnolia Street and EighcTay 71. Refaranee point - (a'* flange, at elevation 1,135,91 feet (10/27/25 throu^ 9/16/27)5 (b) not reported (4/2/46 tlii-ough 5A5,,'4?)« Note; Msasupements from Vail Company records, aaoept ss indleatad. 10/27/25, 44o5| 7/27/27.0 S'7'-0£ 9/'W^7> 89.'*; ^/^M, 6O.O (Calif. Eleoo Power Co.); 7/12/46, 6I0C (Calif, .^eo. Power Coo)j 5/15A7, T?.** i(3a.Uf. Elec. Power Co.). 7S/3W-I8HI - G. W, Sip« - Neaj^ Murs"l9ta; Ocji mile soutb.aast and I50 feet northeast of intersection of Highway 71 ^n<5 Magnolia Streist. Refsrenee point - tap of tsaeirjg OoJ foot aborye ground surfaes, at elevation 1,135 ?««*» 5/5/53, '♦3.25 11/19/53, 39»65 4/22/54, i»0<,9. 7S/3W-18H2 - Paul Anderson - Near Murrieta; 0o26 mils swithfaat antf i"5 f e«t noyxlheast of intersection of Highway 7I ^^^ Magnolia Street; 10 feet south of hooBO. Reference point - top of casing at ground surface, at elevation l,135o6 feet. 5/15/53, 38.6 « 7S/3W-.I8LI - Amos J. S^as- Near Murrieta; 0o37 mile northwest and Od mile soathwost of intersection of Lemon Street and Hayos .4venu9| en north bank of Marrieta Craek swith of barno Reference point - (a) top of concrete casing, at elevation l,lllo3Q feet (3/3/26 ttirough 7/^^7/57)5 (b) hole in pump base 0.5 foot above grourd aui«faea, at elevation i,113o25 feet (5/6/5:'< "to present-). Note: Heas-jremesjts from Vail Company reisords, «wspt as tadieited. 3/3/26, I.O.35 4/23/26, 2,75 6/28/26, 7^''; 8/2/26, 9.5; 8/30/26, 10.7; 10/13/26, I0o75 n/3/26, 10.85 1/11/27, 9.15 7/2V27, 7»9; 5.''6/53, I'+i'^ (dwr)? 10/29/53, 22„6 (DWR); II/19/53, 22„3 (DWR); 4/22.''54, 5^0 (DW5.)c 7S/3W-18L2 - Amos J. Syiiteg = Near Jfcirrietaj 0«31 aille acrthwest and 5OO feet seuthwsst of intersection of Lemon Street and Hayas Avenue; at 'windmill at nortiswest end of eonorete reservoir. Reference point = top of concrete casing 0,6 fomt above grotind surface, at elevation jl, 116.21 feet. 5/6/53, 19.0; 10/29/53, 21.65 11/19/53, 235 4/22/54, 17,7. G-22 DEPTHS TO GROUND WATER AT WELLS IN HTOROGRAPHIC UNIT NO- 1 (Oeptha "to 'jater in fes'i moooursd from refepenoe point) (oontlnued) 7S/3W-i8L3 - Amos Jc Sykes - Near Murrietaj at vindmill lUO fe«t southeast of weli 18L2. Reference point - hole in metal plate 1.1 feet above ground surJ'aoe, at elevation 1,121+. 09 feeto 11/19/53. 37.0; h/2Z/^h, 22.0. 7S/3W-I8MI - Vail Company - Near Murrieta^ at windmill 0^2 raile northwest of oonfluenoe of Cole Canyon and Murrieta Creek and 100 feet southwest of Cole Cajiycn Creek. Reference point - top of casing 3.5 feet above ground surface, at elevation 1,125 feet. 5/6/53, 25<.8; ll/l5/53> i%^' 7S/3W-I8QI - John MoCool - Near Muprtetaj map location only, see location of wells platec Reference point - top of oonoret© casing, at elevation l,103c6l feet. Note: Measupementa from Vail Company records. 1918, 6 (log); 10/27/25, 12.3; 3/3/26, 10.8; V23/26, ito2? 6/28/26, 6o7; 8/2/26, 8c5; 8/30/26, 9o5j 10/13/26, 10„7; 11/3/26, 11.05 1/11/27, 9,8; 7/27/27, 6.75 9A6/27, 6.6. 7S/3¥»19A1 - Co Wc Barnett - Near Murrieta; 0.2 mile southwest and 0.18 mile northwest of intersection of Hayes Avenue sjid Kalmia Street; at windmill 20 feet northwest of house., Refererioe point - top of casing 0,9 foot above ground surface, at elevation l,137c52 ?eeto 11/30/53, dry; V22/5H, Ul|„7. 7S/3W.19A2 - Co W^ Barnett - Near Murrieta; 100 feet northfie^t of well 19AI and 200 feet northeast of house. Reference point - top of casing 1.1 foot above ground surface, at elevation 1,135.56 feet. 5/II/53, U5.9; 5/23/53, »+6c2; 11/30/53, 1+8.2; k/2l/^k, 4i+.2. 7S/3W-I9A3 - C. W. Barnett - Near Murrieta; 350 feet north of well I9A2. Reference point - top of casing 1.9 feet above ground surface, at elevation 1,103.22 feet, 5/11/53, 12„9; 5/22/53, I3.O; II/30/53, 15'9. 7S/3y-19Kl - Prank Angus - Near Murrieta; at winclnill 0^65 mile southwest and 30 feet southeast of inter- section of Washington Avenue and Kalmia Street= Reference point - top of casing 07 foot above ground surface, at elevation 1,098.51 feet. 3/lV53, 15-^^ 11/30/53, 19=2; 1+/22/5U, 10.8. 7S/3W-I9H2 - Fi-anlc Angur - Near MurriPta; at windraill 300 fset southwest of well I9HI, Reference point - top of concrete slab at ground surface, at elevation 1,^02<,72 feet. 5/lV53, I806. 7S/3W-2OAI - Clarylin Smith - In Miirrieta; 3OO feet southwest and 5OO feet southeast of intersection of Adams and Ivj' Street; at windmill 50 feet southwest of house. Reference point - top of casing 0,5 foot above ground surface^, at elevation 1,098.08 feet, 5/13/53, 35'1? 11/18/53, 37-'*; 4/22/5U, 37.I. 7S/3W-20A2 - Clarylin Smith - In Murrieta; 1+50 feet northwest of well 20A1. Reference point - (a) Recorder house floor 1.0 foot below ground suirfaoe, at alevation 1,091.59 fest (1/15/53 through 12/2/53); (b) top of easing 1.1 feet below ground surface. £.t elevation l,091o53 feet (V22/54). 1/15/53, 27.8j 2/6/53, 27.6; 3/6/53. 27„6; V3/53, 28,2; 5/1/53, 28.5.: 6/5/53, 29-3; 7/3/53, 29.6; 8A/53, 30.3; 9/1/53, 30o9; 10/2/53, 31.2; 11/3/53, 31.7; 12/2/53, 31.^6; V22/5'+, 29.6. 7S/3W-20A3 - Malone - In Murrieta; 0:12 mile souxhwest and 1+0 feet southeast of intersection of Adajcs and Ivy Street; in stucco pump house, Reference pcint - top of casing; 7/25/51, 26 7S/3W=20Alt - Al Read - In Murrieta; UOO feet southwest of well 2OA3. Reference point - top of casing O.65 foot above ground surface, at elevation 1^C86.46 feet. 5/13/53, 23.U; 11/20/53, 26.0; V22/5't, 23.I+. 7S/3W-2OA7 - Clarylin Smith - In Itarleta; 120 feet southwest, of well 20Als in stucco shed. Reference point - top of eonorete casing at gpound svirfaea, at elevation 1,090 feet. 11/30/57, 28.0. 7S/3W-20A8 - G. ¥. Gagnon - In Murrieta; 100 feet northwest and 100 feet southwest of intersection of Ivy Street and Plum Avenue; under sink in plant. Reference point - ground surface. IO/7/U5, 18 (log). 7S/3W-2OBI - U, Tarwator - In Murrieta; I50 faet southwest and 100 feot southeast of intersection of Wash- ington Avenue and C Street) southwest of house. Reference point - top of collar 0.8 foot above ground surface. 5/15/53, 22.6. 7S/3W-2OB2 - U. Tarwatpr - In Murrieta; 100 feet aorthesst and 100 feet southeast of intersection of Juniper Street and Washington Avenue; at windmill northeast of house. Reference point - top of casing 1.3 feet above ground surface. 5/15/53, 2^.3. 7S/3W-2OB3 - C. S. Erdel - In Muririeta; 200 feet northeast and 200 feet northwest of Intersection of Wash- ington Avenue and Ivy Street; 30 feet northwest of house. Reference point - top of casing I.55 feet above ground surface. 5/15/53, 25.6. 7S/3W-20CI - J. Young - In Wirrieta, at windmill 200 feet northwest and 100 feet northeast of intersection of Juniper and First Streets. Reference point - top of oMing 1.0 foot above ground surface. 5/21/53, 23,1. a-25 DEATHS TO GROUND WATER AT WELIS IN HYDROGaAPHIC UNIT MO 1 (Depths to water' in i'eet Bsa^ur^d from refnr«>nue poiMt) (oontlimed) 7S/3W-20C2 - J YoxMig - In Murrtetaj at windmill 100 feet sotrtlwost and 50 feet aorthirMt of Interceotlon of Seeond and Juniper Streets, Referemse polst - top of easing Ik feet aborts ground surfaoe. 5/2V?"> 2k,3. 7S/3W-2053 - Walter Coy - is Muirietaj 100 foet sautkWMt sad 100 feet northwest of intersection of Seoond and C Streets, Refereaise point - ground surfaoe, 19'+5> 1** (log)-; 7S/3W-20C4 - B. H. Curran - In Murrleta;; 110 feet soutliwest aad 60 feet northTrest of latarseotlbn of B and Clay Streets,. Heferuntie point - pump base 0< 2$ foot abo>?e grouitd surfaoe, at elsvatlon 1,090 feet. '+/9/5'+, 29-5. ^/3W-20D2 - J- Young - In Murrfieta; 5OO feot southwest a>»d 100 fsat southeast of Inters action of Cley and Kalmla Streets; at windmill aear water towero Referesiee point - top of oasirig *tc2 feet below grouiM surfaoe 5/21/53, 8.3. /S/3tf.20D3 - Fleyd Rail - In Murrista;' 6OO feet southeast and 100 feet soutliwest of intersection of Kalmla and Clay Streets; at feed mill. Refersne* point - top of casiRgc 5/l5/53> 19«3» 5S/3W-2OHI ' Maude Buishanan - In Ifcrrietas 0.-26 mile southeaat and 200 feet aovithwest of ir.tersestion of Washington Avenue and Ivy Strjst; at windmill 100 feet sou-tiiwest of houser, Refarenee polat - top of oonorete casing 1»15 feet abw« gpoum surfa«e, at elevaition 1;101.95 feet. 5/'-3/53» 36.9s ll/l3/53> 39,6; V22/5'+.. »*3^7= 7S/3W-20H2 - Walter Nielsen - In Monrietai 0.,21 mile southeast and 50O feet northeast of intarseotloE of Washington Avenue ,a«d I'ty Streertj 75 feet noi»th«ast of house- Reference point - top wood cover Co2 foot above grouwd swrfa©.?^ at elevation 1,090,66 fest. 5/l3/53> 28.8; 10/29/?3, 30,0$ V21/5lt, 28. 5« 7S/3W-2OH3 - Walter Nielse* - In Murrie-Sa; ItOO feet northeast of well 20H2, Reference point - tower lip of measuring pipe l.k feet ab«ve gjpouiid ataffaae, at elevation 1,091+. 59 feeto 5/13/5'v, '+800; IO/29/53, 57=5; V2l/5^, m.k. 7S/3W-2OKI -• Howell - Near Murrleta; O.25 mile southeast and 200 feet northeast of intersijctlon of I^ Street and Hajres Avenue, R<*foreme point ~ hole in barrel over casing lol feet abtjve ground surfaee, at elevation 1,078 -^H feet, 5/l't/53j l**. 98 11/18/53, 20>; V22/5»t, Jdc 7S/3W-2OLI - L. P. Rlos - Near Murrleta,' l+OO feat southeast a»d 300 feet nsrthet-st of Intersaction of Ivy Street ajfd Hayes Avenue; I50 feet northeast of house, i\efcpene« p&int - hole In casing 1.6 *eot abeve ground 8'irfa«e, at elevation 1>080.2 feet. n/lV50j 15 (log); 7/31/52, 21; 5/lV53, 20.3; 11/18/53, 20,lt; '♦/22/5»*» 8,2. 7S/3W-20QI - Howell - Near Murrietag at windmill 0o5 mile southeast and 100 feet soutlweat ■ of inters ao*.l on of Hayes Ave»ue and Ivy Streat. Referswee point - top of 4 s ^-inyh wood brace 1.2 feet belou grcu»d surfaoe, at elevation 1,073.2 feot. 8/I/52, 8c9s 5/lV53? ISo**! 11/18/53, l^-^', V22/5'+.» %7' 7S/3W-20Q2 - Silas M. Hathaway -• 3a Murrieta;, 200 feet jAiiv^heast of well 20Gil. Raferenoe yoint - loirer lip of measuring pipe 2olt feat above graund surfaaap at elevation 1,07'to'tO f9«t. 5/lV53> 24^3; '4/22/54, 8.0. 55/3W~20R2 - Gaorge Contreras - In Kurrj.^ta; 200 feet ncrtha 12.1^; 9/1/53; 21.6; 10/5/53, 2i+:6; 10/29/53, 22.65 1/7/5^, IM; 2/3/51*, 8.55 V5/5^i. 3'-0; V22/5»*, k.M, 7S/3W-2OR3 ■• George Contreras = Near il»ri''ie*a; 0<,5 mile southeast and **00 fo3t northeeet of ititersectlon of Ivy and Clay Streets. RsfeK-anee point - top of easing 2.5 feet above ground surf-we, at eleva;.ion 1,063 feeto 9/13A9, 7 (log); 1/19/53, n.2j 3/6/53, 9->''^i V7/53, 10.5; 10/29/53, 23.I; 2/3/5U, 1I+.5; V5/5^, 5^0; V22/5lf, 6.- 2c 7S/3W-21D2 - h, lo Pre8ti'rt*«h ~ Near Murrleta^ 0.2 alia simtheast and I50 feet soutta-est of l;iter3ectlon of Ivy Street end Jefferson Avenue; at edge of reservoir eo-ithwast of house. Reference point - top of casing 0,65 foot above grouM surface, at elevation l,lll+»'+7 f«6t, 11/20/U8.. 32 (log); 5/13/53, ^3'^i 11/18/53, 'H'5! V22/54, 4l,-0c 7S/3W-2ID3 - Roscos Prohli>.h - Near Murritfta; 300 feet south of well 2U52; in puup house aitaohed to garagOo Raferenl^e point - top of easing 0. 5 fo<>t above ground sniirfa«9, at elevsu-ilon 1,1*7-66 fae-S. 5/1V53, 53.8; 11/18/53, 5^^8; 4/22/5'+, 570^ G-24 DEPTHS TO GROUND WATER AT WSLLS IN HYDROGRAPHIC UNIT NO,- 1 (Depths to water In fe«t measureii from reference point) (continued) 7S/3W-21D't - Mack Stone - Naar Murrleta; 0^3 mll«i southeast siid 5*^0 f®®* northeast of Intersection of Ivy- Street and Adams Avenues open casing kO fee*. nOi*thnaat of hc^JSo.. Reference point - top of easing at ground surface, at elevation l„153o28 feat, 3/6/53. 130,3; 3/7/53, 126r6j 5/13/53, 127.3; 7/9/53, 133.8} 8A/53, 133cl; 9/1/53, 131+038 10/5/53, 135.5; 11/18/53, 13'+=3; 2/3/51+, 132.5; V5/5^, 132ol. 7S/3W-2IEI - Maok Stone - Near Murrietaj 0,3 mil« southeast sand 100 feet northeast of intersection of Adams Avenue and Ivy Strest; at pressure tank kO faet east off house^ Reference point - hole in pump base at ground surface, at elnvation 1,120.3'+ feet» 5/1.3/53, 76.25 II/I9/53, 65-7? V22/54, 76.5 7S/3W-2IPI = Warren Lifking - Near Murrietaj 600 f»et southeast e.nd 30O feet northeant of intersection of Adans and Webster Avenuesj 120 feet northeast of gar&^'e, Rflfererioe point- - ground surface. '+/28/51, 24 (log). 7S/3W-2IF2 - Nettle Lloyd - Near Mirrieta,° at windmill 6OO feat southeast and 100 feet southwest of inter- section of Highway 71 «>nd Webster Avenueo Referen«s9 point - top of pipe bracket Oc.5 foot above ground surface, at elevation lp076.97 feet„ 11/16/53, 15o2o 7S/3W-2IP3 - Warren Lipking - Near Wjrrieta; 80 f eot south of well 21Plo Reference point - top of casing ioO fc^ot above ground surface, at elevation lf,072 fe«t„ 11/1V53, '*5-7! V21/5't, 27.9' 7S/3W-2IGI - Chamock - Near Murrletaj at windmill 0o3 mile southeast and 0,15 mile northeast of intersection of Highway 71 and W< 12 (log)? 11/13/53, 33.3; V21/5'i, 18<6„ 7S/3W-21L2 - Carllngton Cain - Near Murrieta; 200 fe®t southwest and I50 feet southeast of interseotion of Adams Avenue and Broun Street., Reference point - top of metal plate loO foot above ground surface, at elevation 1,059 feet, 11/17/53,- 2'+. 6. 7S/3W-2IM2 - Fred Mays - Near Murrieta; 0^13 mile smstheast of Webster Stroat and I50 feet northeast of Washington Avenue. Reference point - hola in piuap base 0^5 foot above ground surface, at elevation 1,080 feet. 11/13/53, 1+9,7. 7S/3W-2IM3 - Fred Majrs - Near Murrieta; 200 feet northnaat and 100 feet northwest of intersection of Washington Avenue end Brown Stroet™ Reference point - top cf casing 1.0 foot above ground surface, at elevation 1,077.80 feet. 5/1.3/53, '+0 7S/3W-2INI - Co D., Westbrook - Nftar Murrieta; 35^ feet so>ithweat of interseotion of Washington Avenue and Brown Street; at windmill. Reference point - top uf coair^ 1.1+ feet above ground surface, at elevation l,06lo31 feet. 5/13/53, 15.3; 11/16/53, dry; V21/5'*, 8.9. 7S/3W-2IN2 - A. W, Tordoff - Near fiirrleta; 100 feet northeast Sind 100 feet southeast of intersection of Washington Avenue and Brown Streets Reference point - top of casing 1 foot above ground surface, at elevation 1,070 feet. II/IO/50, 31 (log); 11/16/53.. '♦'♦^B; V2l/5'+, 29,2. 7S/3W-21N3 - Cc D„ Westbrock - Near Murrieta; 26 feet northeast of well 21N1; open casing. Reference point - top of casing 2.2 feet above ground surface, at elevation lj06l 81 feet. 5/13/53, 15.6; 11/16/53, 25^2; V21/5'*, 9.'+. G-25 DEPTHS TO aiOUND WATER AT WELLS IN HYDROGRAFHIC ONI? NO 1 (Deptlid to water in feet lB9a^u^ed from referenoe point) (oontinaed) 7S/3W-2IPI - Warren Lipking - Near Murrleta; 80 feet northeast and 50 feet southeast of Intersection o" Washington Avenue and Guava Streoto Referense point - top of easing 0,8 foot above ground surfaoe, at elevation 1,055.39 feet 11/17/53. 28.6, V2l/5t, 15-6. 7S/3W-2IP2 - A, W, Tordoff - Nsar Morrleta; 0. 06 mile northwest and 100 feet northeast of intersection pf Washington Avenue and Guava Street; open casings Reference point - top of oafcing 0.-6 foot above ground surfaoe, at elevation 1,055-50 foet. 5/13/53, 18 6, 11/17/53, 26.7, V21/5'+, 13.6. 7S/3W-21PU - Warren Lipking - Near llurrieta, 20 fset southwest of well 21P1 Referonce poir.t - ground surfaoe, I2/U/53, 26 (log) 7S/3W-21fll - Carlington Cain - Near Marneta, 0.1^ mile northoast and O.O9 mile southeast of intersection of Washington Avenue and Guava Street; m pump house Reference point - top of casing 2.I9 feet above ground surface, at elevation -1,054,.13 feet. 5/lV53> 33'5; ll/17/55» 31.'+: V'2l/5'+, 26.1. 7S/3W-21R2 - Charles Phllo - Near Hyrrieta; 0.22 mile northwest of Pig Street (measured along Hlgtamy ''l) 100 feet south of house. Reference point - top of casing 3 foot above ground sxn-faoe, at elevation 1,061.79 feet. 5/1V53, 38:7, 11/16/55, tl 9i V22/54, itl.l- 7S/3W-22CI - Near Murrleta; 0.3 mile south of Webster Avenue (measured along dirt road) from intersection O.3I+ mile east of Highway 395; open ce^aing I50 fest east of dirt road. Reference point - top of casing. 5/1V53, dry. 7S/3W-24A1 - Albert Ceas - Near Murrleta; 30O feet southeast sf mterseotion of Webster Avenue and Banana Street; near garage- Refer3noe point - top of casing 1,15 feet above ground surface, at eleva-tlon l,106i6l feet. 5/19/53, '^.85 11/19/53, '+2,6; i+/23/5't, 36.1^ 7S/3W-2l+ai - T. C. Bishop - Near Murrleta; 5^ mile south of V'ebster .Avenue (measured aloag Banana Road) in shed southeast of Banana Street, Referenoe point - top of oiising 8/19/5'+, 21. U. 7S/3W-25MI - J, B, Sharael - Near ^^^rrieta; 0.9^^ mile northeast of Highway 395 (measured along Banana Road) and Ool mile easterly of Banana Road; at Mindraill. Referenoe point - "top o.'i" inner easing 1 foot above ground surfaoe, at elevation 1,105.59 feet„ 5/35. 56 (owner); 5/39;. ky (owner); 5/20/53, 60; 12/1/53, 55.5.i '+/23/5'+, 53^2. 7S/3W.25M2 - J. B. Shamal - Near Hirrieta, O.76 mile northeast (measured along Banana Roac\) from in-ier- seotion with Highway 395; 100 feet southeast of Hlglway. Reference point - top of disoh«'.rg5 pipe 8 foot above ground surfaoe, at elevation 1,069.71 feet Note: Measurements from Vail Company records, except as indicated. 7/8/25, 6.61 ll/lO/2c, 7 3i 5/lV26, 5-0; 3/9/26.. 6 0; 9/10/26, 6.0; IO/13/26, 5.-9j 11/3/26, 5 8; 1/12/27, lt.8, 3/17/27, ^7, V9/27, 5''+i 5/7/27,- 5-8; 6/2V27.< 5-6^ 7/12/27, 5.-8!; 8/6/27, 6.0; 9/3/27, 6.8; 10/3/27, 7 6; 2/53, 7 (owner) 7S/3W-26N1 - Leo Rori Faugh - Near Murrleta; C 43 mile northeast of Banana Road (measursd along Highway 7I) and 200 feet sou+bwest of Highway 71,5 in pump house, Reference point - top of casing, at elevation 1.058..% feet 7/1/25, 19- 2> II/10/25, 19-'+; 5/l'+/26, 18,1; 9/3/26, 19=5; 10/26/26, 19.7; 11/2/26,' 19.7. 1/12/27, 19 2, 7/30/27, 18.9; 8/23/27, 19 2; 9/1/27, 19-2; 9/23/27, 19<3. 7S/3W-26RI - J, B. Sharael - Near Mu.rri9ta; O.56 mile northeast (measured along Banana Road) from inter- section with Highway 395, in hcase !+00 feet southeast of road Referenoe point - (a) wood olamp 3.79 feet above ground surfaoe, at elevation 1,065:90 feet (5/l't/26 ari 7/12/26), (b) top of "ood support 3.25 feet above ground surface., at elevation 1^065.36 feet (5/20/53 to present). 5/1V26, 12.6 (Vail Co.); 7/12/26, 12.2 (Vail C;..), 5/20/53, 17-5; 11/20/53, 19 2 7S/3W-27AI - F: H. Hall - Near Mwriett, 11 miles northwest of Banana Road (measured alor.g Highway 395, and 0,03 mile northeast of Righway 395; south of Warm Springs Creak Refaren^-e point - top 0' casing, at elevation 1,058 68 feet Ncte Measuretasn*s from Vaii Coropanj' records, ll/lO/::5, flowiiig; 5/13/26, flowing; 7/1/26, flowing, 8/4/26, flo-'ing, 9/1/26, flowing^ 10/18/26, flowing; 11/2/26, flowing; 1/11/27, flowing, 7A/27, f loving, 7/30/27, f loving 7S/3W-27BI - Amos J Sykei ■ Near l-iurrieia, 9OO feet northeast of intersection of Warm Springs Creek axKi Highway 71; southeast of Warm Springs Creek Reference point - top of casing, at elevatlcn 1,052.57 feet. Note- Measurecienta from Vail Company records. 7/1/26, flowing; 7/'+/26, flowing; 9/3/26, flowing; 10/18/26, flowing. 7S/3W-27H2 - G, T; Hall - Near M-.irrleta; 0,22 mile northe^ly from Date Street (measured along Madison Street) from intersection 21 mile northeast of Highway 71 (measured along Date Street): at windmill, 75 feet northwest of house- Rsifersnis point - (a) top of casing, at elevation 1,01+9.80 feet (6/1 5/25 to 1/11/27); (b) top of oasing 1 U feet above ground sxarfa^e, at elevation 1,051.53 feet (5/22/53 to present), Ngtes Measuremsnts from Vail Company records, except as mdioated 6/I5/25, flowing; 11/10/25, 0,1, 5/13/26, flcving, 7/1/26, flowing, 8A/26. O.U 9/3/26, OM, 10/26/26, 0.6; II/3/26, O06; 1/11/27, flowing; 5/22/53.. 99 (DWR); 11/19/53, 6,2 (DWn); V22/54, 3.5 (OWR)- G-26 DEPTHS TO GROUND WATER AT WELLS IN HYDHOGRAPHIC UNIT NOo 1 (Depths to water in feet measured from raferenoe point) (continued) 7S/3W-27K] - Amos J- Sykes - Near Hurrleta; 140 feet northeast and ll+O feet nbutheast of Interseetlon of Highi^ay 71 and Warm Springs Creekt Referenee point - top of pump base lc6 feet above ground surfaoe, at elevation IjOlt?.!*^ feet, 5/26/53, flowing? 11/19/53, flowing, 7S/3W-27MI - Jack Klubntkin - Hear Mur-ieta; O0I3 mile southwest of Adams Avenue (measured along Elm Street) and northwest of Elm Street; under shod 20 feet northwest of house, Hoferenoe point - hole in casing I0O3 feet above ground surface, at elwatlon 1,037,32 feet. V22/5I, 17,5 (log)j 5/22/53, 20,8; V2l/5't, ll+o?, 7S/3W-27M2 - Dutton - Near Murrieta; 450 feet northwest and 25O feet northeast of Intersection of Adams Avenue and Elm Street; open csalngo Reference point - top of easing 1,95 feet above ground surfaoe, at elevation 1,038,9(5 feet, 5/25/53, 21,5; 11/13/53, 26,2; ^21/5'+, 13'0. 7S/3W-27M3 - L. S„ Brown - Near Murrieta; 120 feat northeast ard 55 feet southeast of intersection of Adams Avenue and Elm Street; at windmill 7 feet northvest of house. Reference point - top of casing 1,3 feet above ground 8urfac«, at elevation 1,037,08 feet. 5/25/53. 19=2; 11/13/53, 24,1; V21/5I4, 11,2. 7S/3W.27rt)- - Dutton = Near Murrieta; 30 fe^it northwest of well 27M2; open eaaing. Reference point - top of casing 0,5 foot above ground surface, at elevation IgQ^iO feet, 11/13/53, dry; 4/21/5'+. H'O- 7S/3W-27NI - Carl F, Brellow - Neajc Mui'rieta; 50 feet northeast of veil 27N2, and 20 feet northeast of house. Reference point - top of concrete base at grotjnd surfaoe, at elevation 1,035,06 feet, 5/26/53f 14,4, 7S/3W-27N2 - Carl P. Brellow - Near Muu'vieta; 0,06 mile southwest and 20 feet southeast of intersection of Washington Avenue and Elm Stre«t; 12 feet south of house. Reference point - hole in pump base, at elevation 1,035 feet, ll/13/53> 24 7^ 4/22/54, 23,2, 7S/3W-27PI - E, M, Lincoln - Near Murrieta; 0,2 mile northwest of well 2712, Reference point - center line of air gaga 3.25 feet above ground surfp/se, at elevation 1,036,26 feet, II/13/53, 32; 4/23/54, 22. 7S/3W-27Ca. - E, M, Lincoln - Near Murrieta; at windmill 50 feet north of well 27ft2, Referenee point - top of casing 1,2 feet above ground surfexse, at elevation 1^031 = 90 feet„ 5/22/53, 5.4. 7S/3W-27a2 - E„ M, Lincoln - Near Murrieta; 22 mils northwest and 200 feet southwest of intersection of Cherry Street and Adams Avenue; in metal punip house. Reference point - (a) top of easing, at elevation 1,031.13 feet (5/14/26 through 8/11/26); (b) hols in steal plate,, at elevation 1,030,82 feet (5/22/53 to presen-S), Wote: Measuyemenio from Vail Company records, exoept as indicated. 5/?.4/26, 8,6; 7/1/26, 8 95 8/4/26, 10.0; 9/1/26, 11,9; 10/15/26, 15,9; 11/2/26, 15,5i 1/11/27, 12,6; 7/V27, 8,3; 8/11/27, 13,0; 5/22/53s 4,7 (DWR)^ 11/13/53, 6-6 (DWR); 4/22/54, 4.2 (DW)- 7S/3W-26BI - Warren Lipklng = Near Murrieta; 0,2 nilc southeast of Guava Street (measured along Washington Avenue) ejid 3OO feet northeast of We^shington Avenue; open casing., Reference point - top of casing 1.6 feet above ground surfaoe, at elevation 1,051,50 feet, 5/13/53, 15«7; 11/17/53* dry; 4/21/54, dry. 7S/3W-28B2 - Vfarron LijSclng - Near Mui-rieta; at windnill 60 feet southeast of well 26B1, Reference point - top of easing 0,96 foot above ground surface, at elevation 1,050.30 ffiet. 5/13/53, 14,6; 11/17/53, 20,8; 4/21/54, 17,8, 7S/3Vf-28Dl - C, D, Westbrook - Near Murrieta; 5OO foet southwest and I50 feet northwest of intersection of Washington Avenue and Guava Street; open easing, Refsrenoe point - top of casing 2.8 feet above ground surface, at elevation 1,065^69 feet (9/26/5O t!«"ough 12/2/53); (b) top of recorder house floor 2,9 feet above cpround surface, at elevation 1,065. 76 feet (9/26/5O through 5/11/54), 9/26/50, 46 (log); 5/1V53, 25.3? 11/16/53, 3'+='+; 12/2/53, 3'+"'+; 1/6/5'+, 3'+«'+; 2/3/54, 33-5; 3/IO/5I+. 29.5; 4/6/54, 24.5; 5/3/5'+, 21,4, 7S/3W-28EI - Mike llano e - Near Murrieta; 0,22 mile southwest of Douglas Avenue (measured along dirt road) from intersection 0.23 mile southeast of Guava Strest (neosored along Douglas Avenue); at windmill near bam. Reference point - top of casing 1^55 foe* above ground surface, at elevation 1,080„89 feet. 5/13/53, 25,0; 11/16/53, 3I06; 4/21/54, 30.3. 7S/3W-28PI - Mike Manoe - Near Murrieta; 0^3 aiile southeast of Guava Straet Measured along Douglas Avenue) and 100 feet southwest of Dougl'W Avenue, Refernnee point ~ (a) top of oasiniK 1,4 feet above ground sur- face, at elevation 1,066,54 feet (4/27/50 through 5/13/53); (b) top of casing 4,0 feet above ground surfaoe, at elevation 1,06? 5 feet (11/16/53 to present), 4/27/50, 20 (log); 5/13/53, 32,2; 11/16/53, 29,25 4/21/54, 28,2. Q-2' DEPTHS TO GRO'JND V/ATER AT WEUS IN HTOROGRAPHIC UNIT NOo 1 (D6?fcha -to water la feet mecsuvsi!! trot paftrwao* poiEift) (oon'irlrMvXi) 7S/3W-28F2 - Hl^e Mance - Ketw Mjif'H.ata.; I5 ?9et Korthwost of w«ll 28PS5 ^Pen «>aalBig. nifersmse p'^iat ■» top of oaalng 1.2 feet abjre gsrouTid suriTao?, at elesatloia l,05Uo08 feet. 5/l3/53» 18. 5s 11/16/53, 26.0} Vzi/s^, 20.3. 7S/3W-28P3 - Mike Itervse - Ndar !ti?>iflirt&; OoS^ slle Bfeutheast of Gua^i Strest (meaiawis'ad along Clay Aveiju* and 100 feet I'MXiaies-i of Clay A^yenuai in aetal .pump house. Rsferenoe point " hol« in easing at gr Burfaoe, at elevatloa 1,05!+ feetc 11/16/53, 26. Ij h/2l/'^h^ I9.3. 7S/3tf-28Hl - Pred Mays - Near Itirrliita; 1.1 miles northeast atsd 100 feet southaaat of intersection of Pig Street and Washington Avaaue; at wladmill I5 feet southoast of fanoa. Reference point - top of ©asitig 2.3 feet above ground mjr^aoe, at «leva.tiow l,0Mf„36 feat. 5/lV53, 'i-5-^l 1V16/53, 18.2 j U/Zl/S"*, 16,?. 7S/3W-28PI - Near Mu>«k-leta; 0.25 ™il9 southwee* of Douglas Avianue (measitsipsd alaag dltht road) from Int^r- seetion 0.75 °)1^« southeast at Gua'ss. Strest; at windmill, 7^0 feet nortbewest of diri road. Referenoe point - top of easing 0,^ fotfft atxova gii'ound swfaee. Il/l7/53p ^^y 5B/3Wj28ai - Neajp Hirrie^!*.? 0,6 mile southeast and O.25 milu seutJtsrmst of InlSerseetion of Douglas Aireniae and Guava S^restj at windmill 330 fiset Bum-s&isffly from f «ffiee ©ornar. Referenoe point - top of casing Oi.5 foot abiowe groimd aurfaaeo llA7/53p dT» 7S/3W-29AI - Sweesiy aisd Roen - Near tfayrietaj Cllt mile noythwest and 100 f«et southwest of interseotion of Hayes A?«nue and Giiavb. Stre«t. Referenoe point ~ hole in easing 0.6 foot abo7e gnsund surface, at elevation 1,078 feet. 3/29/50, 16 (log)s 5/20/53, 30.3.S ll/l7/53i. ^'^i V22/5lt, 12. 7. 7S/3W-29BI - Hwvell - Q.k6 mile neifthuast of Gua^ja Str«at (measured aloing Hayes Avenue) and lltO feet south- west of Hayes A^^nue. Referoisoift point - lowar lip of pipe at giruuuid eurfaoe, at elevation 1,077 f««t. 8/1/52, 21.6; llA8/53» 21^.65 ^i/2i./^; 7.8. 7S/3W-29CI - R. H, Ballard - Wsai? Murffiwfcaj 0.37 mile southwoat and 0c,25 mile ss/utheaat of interseotion of Hayes Avenue end Ivy Stifoet; in ishad 250 feat east of heuseo Rtfei-etwe point - p«imp base at ground aurfaoe, at elevation l,l't7^98 fast. Nota: MeaauMsmesits from ¥all Compariy peoords, sxoept as indicated. 5/13/26, 53.1,- 7/1/26, 55.0; 8/2/26, 56>3; 8/30/26, 58.3s 7/27/^7, 57*65 8/21/53, 80.7 (dwr)^ 10/19/53, 82.2 (DWR)5 VI5/54, 70.0 (liWR), 7S/3W-2qBTl - A. B. Ifettlsor - N«ftr Murrlet&; map loeation only, see loeation of walls plate. Referenoe point-olay pipe, at alo««itio.i 1,153= 21* feet. Noten Measupimnnika from Vail Company records, 10/30/25, 5'*.6; 5/13/26, **7.2; 6/I/26, H8.3; l/H/i/r 5^.65 7/27/27, 't2,9, 7S/3W-29GI - B.'TonO. Lilly - ifoar Maiprletaij 0.18 mile norttoest anj 0,27 nil* eouihwest of In'iersijetion of Hayes Avenue and Guava, Street; at 'sdndmill la open field. R«fer«ns'» polsst - lower lip of pipe, at elevation l,l»+2 feet. 8/l/$2, 106.3; 2/18/53, 95.'^? 5/lV53, ?9f 7/9/53, 107-3S 8A/53, 106.6j 9/1/53, 109.1+; 10/5/53, 112.95 n/l8/53p 105.35 1/7/5**, 128.0; 2/3/5I+, 115.1; 4/2/54, 8't.9j V22/5't, 84.8o 7S/3V~29J1 - Sve«:y and Roan - !!Iear Mirrieta; C.37 »ile soutlKfest axid O.O5 mile nortSwemt firon interseotion of Hayes Avemie and Ouatm. Straflt; ira open sh. 19»8j V22/5U, 17.0. 7S/3V/-35F1 - R<^ S. Rofftpaiagh - Naar MarrletP.j map location only, aee looatiom of w«ila plate. Referenoe point - concrete bloslr., at elevation l,o'4-''4,6l faat. Nofte; MBaausfssm^mtc from Vail Company records. 6/2V25i> 8.2; 9/3/26, 8.»^; IO/26/26, B.k', II/2/26, B.k; 1/12/27, 7.t5 3/17/27, 5.8; Vn/27, 6.1; 5/3/27, 6.3; 7/4/27, 7«08 8/6/27, ^.55 8/19/27. 7.4; 9A2/27, 7.5; 10/3/27, 7.5o 7S/3W-35KI - Ralph Bimett - Near Murrietaj 0.17 "»11« »oHfl'?thea3t of Biwana Road (mtaewed al«/g Highway 71) and 200 feet s&uthwest of Hlgliwt.y 7I5 at wladmlllo Re?ei"i&n<98 point " ©lamp, at elrsutlon lj,037„26 feet. Notes Measuifemante from Vail Ccmpe^ay r*eo?'^e. 7/1/25, 9.6; 8/11/26, 9.4; 9/10/26, 9.4; I0/26/26, 9.5; 11/2/26, 9.5; 1/12/27, 9.8; 3/7/27, 7'% 3/JI/27, 8.1; 4/9/27, 8.»»; 5/7/27, 8.4j 7A/27p 8.9; 6/6/27, 9-3; 9/9/27, 9-2; 10/3/27, 9.3. 7P/3W-35PI - Tail Ceir.pai^ - Neai? MBifrlate; nap location only, sea location of wells plate. Referenoe point - top of casing, at eleTOtlon 1,017.00 feet. H/lO/25, 6.6; 5/14/26, 3.2; 6/28/26, 3.4; 7/3/26, 3.5S 4/6/27, 0.4; V23/27, II.O5 9A/27, ih.a. 7S/3W-35P2 - Vail Company- - Hof>r Mjifrlstaj map legation on?^T; see l^ation of wells plate. Referenoe point - top of casing, at dlerration i,0li>,78 fest. Note: HsaaureBents from Vail Company records, 8/II/26, 9.3; 10A5/26, 3.7; 11/2/26, ?..9; 1/1S.A7, fiwing; 5/15A7, 1-7; 6A/27, 3.9. a-23 DEPTHS TO GROUND WATER AT WELLS IN HYDROGRAPHIC UNIT NO, 1 (Depths to water In fe«t measursd from reference point) (oontlnued) TS/UW-lil - E. Wo. Bennett - Near Wlldomar; Oo2 mile west of Oak Sprlngo Hanoh read (measured alon(? dirt road) from intersection 0^85 mile northeast or Kiglr-'ay 71 (msasui-ed along Oak Springs Ranch road); open casing. Reference point - lower lip of pipe 1.5 feet above ground aurfaoe, at elevation 1,296 feet. 9/22/49, 39 (log); 9/2/5?, ^^'7^ 2/II/53, ^^^5i 5/6/53, 55o8j n/17/53, 76.6j 4/21/54, 70o7. 7S/UW-ICI - William Curtis - Near Wlldomarj O.65 mile easterly of Highway 71 (measured along Catt Road) and 200 feet south of Catt Road; at windmill. Reference point - top of casing 2,0 feet above ground surface, 12/2/48, 22,7; 5/l6/52, 24.1; 2/24/53, 25,9; 5/6/53, 25,8, 7S/4W-1E1 - Kenneth Freeman - Nuar Wlldomar; 0,42 mile northwest of Santa Rosa Street (measured along Highway 71) and 0,11 mile southwest of Highway 71? a* windmill frame, Rfiferenoe point ~ top of pipe clamp at ground surface, at elevation 1,203,22 feet, 2/11/53, 9o2; 4/30/53, 9.5; 4/21/54, 9,9. 7S/4W-1E2 - Kenneth Preuraan - Near Wlldomarj I50 feet northwest of well lEl, Reference point - ground surface, 8/31/51, l'+.5 (log). 7S/4W-l,ni - E. W. Bennett - Near Wlldomar; O.6I railft northeast of Highway 71 (measured along Oak Springs Ranch road) and 100 feet northwest of Oak Springs Ranch road. Reference point - top of casing 1 foot above ground aurfaoe, at elevation 1,270 fsst, 9/2/52, 11.8; 2/II/53, 12,9; 5/6/53, 13.9} 7/7/53, 15,9s 11/17/53, 20.1; 4/21/54, 20.1. 7S/UW-1L2 - C, P. Smith •■ Near Wlldoioar; 0,03 mile southwest and I50 feet northwest of Intersection of Santa Rosa Street and Highway 71°, S-l: windmill 25 feet south of well ILl, Reference point - top of casing 0,25 foot above ground surface, at elevation 1,203,15 feet. 4/30/53, 17; II/I7/53, 21,6; 3/30/54, 16.8. 7S/UW-1KI - R, J. Brok-n ■=■ Near Wlldomar; 0,33 mile northwest of Santa Rosa Street (measured along Clay Avenue) and 200 feet southwest of Clay Avenue, Reference point - top of wood cover 0,63 foot above ground surface, at. elevation 1,195,00 feet. 2/11/53, 0,9, 7S/4W-1N1 - Bert Taylor - Near Wlldomar; O0O6 mile north and lo:" feet east of intersection of Santa Roaa Street and Grand Avenu®, Reference point - top of casing 1,35 fe®t above ground surface, at elevation l,999o91 feet. I/28/5I, 20 (log)s ll/l7/53s 15'>65 V2l/5't, 15.2« 7S/4W-lPi - R, J, Brown - Near Wlldomar^ 5OO fest southwest and JOO tevt southeast of intersection of Santa Rosa Street and Highway Jl; at windmill. Referenije pgiint - to? of wood cover, at elevation l,l87o4 f.iet, 12/2/48, 12,4; 5/15/52, 2.25 2/24/53, I08; 3/2/53, 3o7? V7/53, 3o7. 7S/4W-1F2 - Near Wlldomar; 75 feet northwest and 75 feet southwest of intersection of Santa Rosa Street and Clay Avenue,, Reference point - top of oaalsig 2,5 l^eet s-botre ground s-jrfaoe, 4/30/53, 10.0. 7S/4W-1Q1 - Shaw - Near Wlldomar; 0,25 ""il* southeast of Santa Rosa Street (measured along Highway 71) and 0.06 mile southwest of Hlglway 71j northeast of house. Reference point - top of concrete block 1.0 foot above ground surface, at elevation 1,211,11 feet, 5/1/53; 39.?; ll/l8/53, 'tl.35 V2l/5^, hX.J. 7S/4W-1Q2 - Shaw - Near Wildomarj O.25 mile southeast of Santa Rosa Street (measured along Highway 71) and 0,06 mile southwest of Highway 71; at windmill, 10 feet southeast of house. Reference point - top of pipe clamp I0O5 feat above ground surface, at election l,231o58 feet, U/l8/53, 55.95 V2l/5't, 55-6. 7S/4W-ia3 - Noar Wlldomar; 65 feet southwest of welZ 102? at windmill 75 f^®* southwest of house and top of hlllo Reference point - top of clamp Oo5 foot aboT* ground sitrface, at elevation 1,226.6 feet, 11/18/53, yi'7- 7S/4W-1Q4 - Gum^ Edgar Pawle - Near Wlldomar; 30O feet northwest of well 1015; at windmill. Reference point - top of wood blooJr 1.0 foot above ground surface, at elevation l,200o4 feet, 5/l/53> 37. 5j 11/18/53, 3'+.9; V2l/5't, 3^»8o 7S/4W-ia5 - Haywopth - Near Wlldomar; Oo39 Biil® southeast o;T Sajr/ia Rosa Road (measiired along Highway 71) and 200 feet southwest of Highway 7lp 75 f«8t southwest of houseo Reference point - top of concrete casing O067 foot above grovnd surfaoe, at ele-zatlon \pl95,48 feet, 5/1/53, '♦^.9; 11/18/53, '*6,5; 4/21/54, 46-5. 7SAW-ia6 - Near Wlldomar; 0,35 mile southeast of Santa Rooa Street (maanured along Highway 71) and 200 feet northeast of Highway 71; 50 feet west cf hovige-, ReferenO'^j pcJnt - top of casing 1,7 tB&t above ground surface, at elevation 1,204.16 fe^t, 5/1/53, 18.3! 11/18/53, 20,6; V21/5'*, 20.1, DEPTHS TO -^OUND WATER AT WELLS IN HYDROURAPHIC UNIT NO. 1 (Depths to w&ter In fa«t iB«aew«d from raf arenO'» point) (oontinutd) 7S/1+W-2P1 - Ro J. Bro»m - Nsar Wildomar; 0.06 mile northwest and 75 feet northeast of intersection of Grand Avenue and MoVlcai* Street. Referenoe point - top of casing, at elevation 1,221^67 feet. Note: Measure- ments from Vail Company records, except as indicatodo I921, I9 (log)| 10/27/46, l6.7; ll/U/26, l8o75 2A/27, 17.85 3/7/27* 13o58 2/10/53p A.6 (DWR)« 7S/UW-2G1 - R. J. Brown - Near Wlldomarj 200 fast southeast ajid 60 feet sottt.hwest of intersection of Clay Avenue and McVioar Stpe«-6. Referanee point - Icwar lip of pipe at ground eurfao«, at elevation 1,208.08 feet. 5/5/51, 8.55 2/16/53, T.i. 7S/tW-2G2 - R. .?. Brawn - Near Wlldoi»aii>s 50 iTset northwest of well '2810 Reference point - (a) top of pump base, at ele^«.tion 1,208.08 ifeet (10/28/26 through 3/7/27)? *!*>) hole in motor base, at elevation 1,208.95 fsst (12/2/1*8 ti3 pres'Jirrt t o Note: Measuremsnts from Vail Company re©os>ds except as indicated. 10/28/26. 9.I; llA/26, 7«25 2A/27, 5^3; 3/7/27, 1-65 12/2/1*8, 5«2 (l>WR)5 2/10/53, 7.6 (DWR); 2/2V53, 7.2 (DWR), 7S/UW-3A3 - Near Wildomar; 0.11 mile southwest and 25O feet southeast of intersection of Grand and Central Avenues. Reference poini - top of casing 2 feat above ground surface. '♦/29/53, 53° l^ 7S/UW-3BI - Near Wildomar; 0.22 mil® southwest of Grand Avenua (measurad along Central Avenue) and 25 feet southeast 0? Central Avanua. Reference point - top of wood floor 1.0 foot above ground surface, at elevation 1,285 feet. V29/55, 55^0; V21/5'*, 56.9.. 7S/IW-IIAI - Vail Company - Nes.r Wildomar; O.I5 mile southwest and 0.20 mile northwest of intersection of Grand Avenue and Santa Rosa Street; at windmill in open fieMo Reference point - top of cover I.5 f^at above ground surface, at elevation 1,216.92 faet. 2/II/53, 15.O; II/30/53, l6o3« 7S/1W-12B1 - Gurney Edgar Paule - Near WlldoBJ&rs 0.35 mila southeast of Santa Rosa Street (measured along Clay Avenue) and 200 feet northeast of Clay A^enua. Reference point - top of casing 0.62 foot abon'e ground surface, at elevation l,178o75 fasto 5/18/52, 10 (log); 3/2/53> 18. 6; 5/1/53, l'*.9o 7S/lfW-12!l - Shaw - Near Wildomar; 0o2lt mila souttieast of Santa Rosa Street (mea«uifBd along Clay Avenue) and 50 feet northeast of Clay Avenue. Reference point - top of horizontal angle iron 1.67 feet above ground surface, at elevation I,l8'{-.'*1 feet. 5/1/53, 17c8<. 7S/>4W-12D1 - John Belle ~ Near Wildomar; southeas't^ of intersection of Gi^and Avanue and Santa Rosa Street; at windmill. Reference point - (a) t«.p of 2 x U colusm clamp (l2/2,/!*8 and 5/15/52)5 (b) top of casing (2/10/53) s (c) top of weed support 1^7 feat above ground surface, at elevation 1,206.17 feet (8/5/53 to present). 12/2/1*8, 22.it; 5/i5/52» 19^8; 2/10/53, 22c6; 8/5/53, 23.7; IO/5/53, 21.0; 1/7/5*+, 21.7? 2/3/5"+, 21.0; V2/5*», 20clt> 7S/1+W-12G1 - Near Murriata; 0^75 ""lile southeast of Santa Rosa Street (measuired aleng Clay Avenue) euid O0I5 iiiile southwest of Clay Avenue; at windmill on west bank of creak. Reference point - ts>p of casing 1.0 foot above ground swrfaxse, at elevation 1,165.31 feet. -V22/5I*, 15.6. 7S/UW-12H2 - Vema Praeman - Near Bftarrifstag 1.18 mile northwest of Magnolia Street (measured along Highway 71) and 200 feet southwest of S-our^e of Hlgbiwa^ 7ip ^"^ windmill, 25O feat northwest of house. Reference point - top of wood cover loO foot Above ground surface, at elavation 1,166.1)14' feet. 3/6/53, 28.21 V7/53, 29.35 5/i*/53, 32o95 WS^, 29„95 Vsi/S^t, 30.2. 7S/ltW-i2Jl - J. M. W. Thonpson = Near Kto-rieta; 0.11 Bile southeast of wall 12G1 (iBaasured along creek). Reference point - (a) top of conorets casing, at elevation 1,159.18 faet (IO/S8/26 through 2/U/27); (b) top of concrete casing 4.5 feet abc?® ground surface, at ale's-ation 1,159.53 feat (2/27/53 to prasent)o 10/28/26, 17^1 (Vail C.jc;; llA/26, 17o2 (Vail Co.); 2^/27, 16. 7 (Vail Co.); 2/27/53, 16. 2| 3/2/53, 16.««| V7/53, 16.85 V30/53, 17^2; 7/7/53, l8o3; 8/5/53, 18.95 9/V53, 19»95 11/18/53, n - Near Murriata; 0.10 mile southeast of well 12G1 (measured along Creek) and 50 feet northwest of well 12J1. Rsferance point - (a) top of ©oncrata casing, at elevation 1,159.22 feet (10/27/26 through 2/lt/27)s (b) top of concrete casipig l4oO fast above ground surface, at elevation 1,159,70 feet (4/30/53 to present). Note: Measurements from Vail Company records, except as indicated. 10/27/26, 17cl; llA/26, 17.2; 2/U/27, 16.6; 't/30/53, 17«2 (DWR)j 11/18/53, dry (DWR); V22/5I*, I5.7 (DWR). 7S/1+W-12R1 - Willis Ao Thompson - Near Muprleta; 0.67 mile northwest of Magnolia Street (measured along Highway 71) and 0.28 mile southwest of Higkiway 71; ^oa% bank of creek. Reference point - top of casing I.3 feet above ground siji'faoe, at elevation 1,1141*061* feet. 2/3/53, 29,6; 3/2/53, 33.9; 9/2/53, '4^.2; 11/18/53, 1+2.5; '+/22/54, 33«o. G-30 DEPTHS TO GROUND WATER AT WELLS IN miDROGRAPHIC UNIT MO. 1 (Depths to v&ter In feet measured froB ref erenee point) (oontinued) 8S/2W-7A1 - Vail Companjr - Neap TenseealR} 2=0 miles east of Highway 395 (measured along Long Valley Road); at windmill 0,7 mile south of Long Valley Road near Saa Diego Aqueduoto Refarenoe point - (a) not reported, at elevation l,l't3«78 feet (5/1V26 through 10/3/27)j (b) top of pipe clamps 1.0 foot above ground surface, at elevation l,l'44 feet (3/9/53)? (c) top of caaingj, O08 foot above ground surfaee, at elevation 1,1*44 feet (5/19/53), Note: Meaaia-aBenfra from Vail Goopany records, ezeept as indicated. 5/14/26, 6k<,2; 7/5/26, 63.4,5 8/11/26, 63ol; 9/8/26, 62c9; 10/26/26, 63«Oj 11/3/26, 63.55 l/n/27, 63.'+i 3/8/27, 64.6; 4A/27, 63.8; 5/1/27, 63o9; 6A/27, 63.6; 7/2/27, 63A5 8/i>/27, 63-3; 9/3/27, fiS.i*; IO/3/27, 63-5; 3/9/53, 93o9 (DWR); 5/19/53, 8o»4 (DWR). 8S/3W-IPI - Vail Compaiiy - Near Tmeeula; 0.2 mile north of Long Valley Road (measured along dirt road) from intersection O.3 mile northeast of Highway 595 (measured along Long Valley Road); at windmill 420 feet north of houseo Reference pclnt - top of cover 0^6 foot abova gro-jad mjirface^ at elevation 1,05806 feet. 5/19/53, 8c6i 11/12/53, 20,3s t/21/5^, 19»2. 8S/3W-IP2 - Vail Compeay - Near Temeoula; Oc2 mile northwest of Long Vallsy Road (meaeuped along dirt road) from interseatlon 0.7 mile eastarl^r of Bighw&y 395 (neasured along Long Valley Road)o Reference point - top of casing 2o71 feet abo«VB ground swfacs, at elevation 1,069.07 feat. 4/21/54, 13.0. 8S/3W-IP3 - Vail Company - Neap '^imamls^i s&p Zoeatlon only; sea location of wells plate. Reference point - Not reported, at elevation 1,091.50 feeto Note; Measxirenents from Vail Company records, except as indicated. 3/17/27, 45 (log)i 3/21/27, 38.5; Vl/27, 38; V30/27, 37'**- 8S/3V/-IQI - Vail Company - Near Teoiaoulaf map Isjcetion only; see location of wells platSc Reference point - top of oaalng, at elevation l,069o26 feetc Note; MeasvjreEents fr«i! Vail Company records. 8/11/26, flowing; 10/26/26, flowing; 11/2/26, flowings 1/13/Z7, flowing; 4/30/27, flowing; 7/18/27, flowing; 7/29/27, flowing; 8/8/27, flwiag; 9/9/27, flowing; 9A7/27, flo»fingc 8S/3tf-llR3 - William Preldeman - In Teine«uln; 100 feet soutlnrest and 200 fe«t northwest of intersection of Pujol and Sixth Streets ; at windnJllo Reference point - <.lamp, at elevation 1,012,50 feet. Notei Measure- ments from Vail Conpany records, li/l/25, 24,3; 7/5/26, 24.2^ 8/I8/26, 24.5; 9/8/26, 24.6; 10/27/26, 24,5; U/2/26, 24,5; 1/13/27, 24„35 3/7/27, 23.2; 7/29/27, 24„2, 8S/3W-12C1 - Vail Company - Neap TesBeoulfc; Oo41j Bile ©astorly of Highway 395 (measured along Long Valley Road) and 30 feet north of Long Valley Roadc Reference point - (e.) top of ceslsig (6/13/25 throu^ 1/29/27); (b) hole In punp base (5/19/53 t& p5resei!*)3 Note; Measup«aMMB*s froffl Vail Company records, except as indicated. 6/13/25, flowing; II/IO/25, 4.1, 8/11/26, flowing; 9/6/26, flowing; 10/26/26, flowing; 1/11/27; flowing; 7/29/27, .no»lng| 1925, l"* (is-g); 5/19/53, 15.1 ("TO); 1I./12/53, 16.2 (DWR); 4/21/54, l4.8 (DWR). 8S/3W-12C2 - Vail Company - Near Temocula!; map location only, see well location plate. Reference point - Not reported, at elevation l,064o70 feet. Netes Meaaursitenta fron Vail Company records. 6/13/25, flowing; 10/26/26, flowing. 8S/3W-12MI ■= Teneoula Sahool - Ir. Taciecula; at school house. Refarence point - pump base lo5 feet abore ground surface, at election 1,028.45 fe«tc 6/24/27, 37"7j 5/6/53, '*6.0; V20/54, 46„4. 8S/3W-12MS - Joe Escalller - In T«Beculiv; at west cortxer of InteyseotScn of Mercedes and Fifth Streets. Reference point - top of wood cover lo.2 feet abo'?e gjpuund siirfaoe, at elevation 1, 010^33 feet. 5/6/53, 23.6; 7/9/53, 23o9; 8/10/53, 24.0; 9/16/53, 25o2; 10/22/53, 23<,7§ 1I/9/53, 23=7; 12A/53, 23.6. 8S/3W-12N2 - M, Maohado - In Tmecula; I50 feet southwest e.r.d 15O feet northwest of intersection o? Main and Pujol Streets. Reference point - top of easing, at elevation 1,004.90 fe*t» Notes Measurements from Vail Company records. 12/1/25, 18,2; 5/14/26, I80O; 7/5/26, 13.3$ 8/11/26, 18.6; 9/8/26, 18.8; 10/27/26, 18.5; 11/2/26, 18.4; 1/13/27, I8»l5 3/7/27, lBo2; 7/29/27, 18.6. 8S/3W-12N5 - Howard Taylor - In Temaeula; 0.11 mile nortSiweBt awd 200 feet northeast of Intersection of Pujol and Main Streets,, Raforence point = top of casing Id feet above ground surface, at elevation 1,007.38 feet. 5/6/53, 20.3; 7/9/53, 19<.9; 8/6/53, 19<.8; 9/8/53, 19-9; ll,/l2/53, 19o8; 2/8/5'+, 19^3; 3/30/5^*, 18,7. 8S/3W-12NIO - Forest L. White - In Tsoiiseula; 280 feet southeast and I50 feet southwest of interseotion of Pujol and Sixth StreetSo Reference point - top of casing 0.7 foot above ground surface, at elevation 1,017.71 feeto 5/6/53, 31«2; II/12/53, 32.0; 4/20/54, 30,7, 8S/3W-12NI3 - Ho LeathaiB = In TsmeoulA; 60 fe®t swattswest and I5 feet northwest of intersection of Main and Front Street. R«ferantte point - not described 1 foot above ground surface- 8/3l/53« -5 (owner). DEPTHS TO GROUND WATER AT WEUS IN HYDROGFUPHIC UNIT NOc 1 (Dsjirths io water In t9Vi neasuz'sd from r«fer«ntii> poi:a''c) (ooni^inuod) 8S/3W-3.2P1 - Pete £soalll«r - In Teuansulai I30 feet southeast and 200 feat southwest of Interseotion of Highway 393 s^(i Main Street; in shed. Referenoe point - top of oasing 0<,6 foot above ground surfaee, at elevation 1,030.18 feeto 5A3/53> '+5»75 ll/li/53p '*5-'*5 VZlA**, '^'9'' 8S/3W-12P7 - Alex Borel - In Temeoulaf 120 feet southeast and 60 feet southwest of intersection of Front and Third Streets; southwast of buildings R*ife»-*nc9 point - top of wood coTei- O^B foot above ground surface, at elevation l<,002„'-«) I'eet. 5/6/53, 16095 ll/lO/53> 16. 85 ^20/54, 16. 5o 8S/3W-12P8 > Ho Leathaa - In Teaeeula; south corner of interseotion of Main and Front Street; in shed. Reference point - top of eaalngj, at elOTOtlon l,002o85 feet. 5/6/53> 17»0! 7/9/53, 18. Oj 8/IO/53, 18.2; 9/16/53, 17o9s 10/22/53, I7.5s a/9/55, 17«6; 12/21/53, 17.2. 8S/3tf-l2P9 - Paul Plures - In Teaeoula; 100 feet east and 100 feet northwest of interseetion of Highway 395 euid First Street; at wistdaillo Reference poin'f; <> top of easing O06 foot abor^e ground surface, at elevation l,035o21 feeto 5/13/53;. '»7«2; 11/12/53, k7A; ^20/54, lt70« 8S/3W-12ai - Neap Teaacula; 0.27 Bi3e Eoptheasteply of Highway 395 (ffi«asur»d aluMng C Street) and I60 feet northwest of C Streiit; in oaamteiryo Rafcranoa point - puap base, at elevation lj,070o89 feet. 11A3/53, 78.5; V20/5U, 7%k. 8S/3W-I2a2 - Ho Hldgly - Wear Teaeeula; I90 feat northeast of well 12ai; at northeast corner of cemetery. Referenea point - top of casing, at elevation l,067o03 feet. II/I3/53, 7'*<'3» '♦/20/5't, 75'^' 8S/3W-13BI - Near Taaeeula; 200 tmt ncpthwest and 150 feet awthaant of InterEeetion off Highway 395 and C Street; at wlndnlll. Reference point - tcp o^ wood so¥e? 0.5 foot above ground stsrface, at elevation 1,010.0 faet. 5/l3/53j 26o25 11/13/53, 26o»*o 8S/3W-13CI - Lena Mimoa - In Temeoula; 200 feet southeast and 100 feet southwest of interseotion of Front and First Streets; at windmill 30 feet swithwest of heuseo Refer ense point - top of casing 0.7 foot abow ground surfae®,, at elevation 999.85 feeto 5/6/53, 16. 5; II/IO/53, 15oS»; V20/5lt, 15.2. 8S/3W-13DI - Fred Ramlifei = In TeejaculBj 0^18 alle southeast and I50 feet southwest of inters esti on of Pujol and Main Streets; at windoillo Referen©* point - top of oaalng Oo35 foot above ground surface, at elevation 1,015.73 feeto 5/6/53, 35»1; ll/l2/53s 32.3; V21/5'*, 31=7o 8S/3W-I3D2 - Doming Alaaraz - In Te«e®ala; 100 feet southeast of well 1331? at windmill Oo20 mile south- east of Main Street and I50 feat so-dthwest of Pujol Street at windodll. Raferenee point - top of casing 1.0 foot above ground surface, at elevation lj,OA8.09 feat. 5/6/53, 38055 II/12/53, 35o3o 8S/3W-I3F2 - Joe Freeman - Near Temeeiule; 0„'+5 mile southeast of Ifaln Street (measured along Pujol Street) and iho feet northeast of Pujol Street; at windmill. Reference point = top of easing at ground surface, at elevation 1,013.05 feet. 5/13/53, 31.35 V20/5l*p 30o9o 8S/3W-13KI - Dlek Ewans - Near Tameuola; 0.82 mile 3cuth3a«t of Mala Strest {measxipad along Front Street) and .07 "ile soicsth of Front Street; I5 feet south of hotas*. Reference point - top of casing 0.6 foot above ground snurfaeo, at election 993«15 fe**" 5/6/53, !'+•'♦; 7/9/53, l^'^? 8/6/53, 15»6; 9/8/53, 15<>55 11/10/53, iito6j 1/7/5't, !'+.'*•. 2/6/5^, ii|o2; 3/W5'*, i3o8o 8S/3Vr-l3Rl - Tail Ccmpasi^ ~ NeaE> Teseoulaj iiei.p location only; >»ee l@vation of walls plate. Ref erenoe point - top of pipe, at ele??ati«.n l<,Olltc92 fe®to 12/30/26, 36.65 1/2/27, 36.65 2/5/27i, 36.7; 3/8/27, 36085 4A/27, 37.1. DEPTIS 70 GROGND WATER AT WELl^S IN HIDROGRAPHIC UNIT NOo 2 (Depths ii) ve.t»f in f6»t measured from refersnos point) 6S/IE-25JI - Walter Hogarth In R»*d VaVif; 0o2 mil« northeMt of R*d Mountain Lookout Road (neaau?ed along dis't road) from in't.'arsbQtion lo3 milai notrth of Re'^d Vall«y Ro&d (maaaurtd along Rsd Mountain Lookout Road; sjid $ol mi;i.>>s north of Wlljjn Vall*y Rjcd ^.meaaur-sd d,Xcng Reid Valley and Lookout Mountain Roads)^ equlppad with aa&ll ga&ullnu engini*, 7S f^at Rsads); op«n easing 100 feut southSiast of dli^t rise^do R«ferene« point - top of easing 2 fe«t above graisno! surfaoe. S/S/S'** 9»7° 6S/IE-25R2 = Waitsr Hogas'th = in R««»d Yall^fi i>p*,n -16N1 - Do Ippolito - In Lewis Valisy; Ran«ho Del Vallejo, 1.6 m.lles nor-theast of Highway 79 (measured aljng qiain dipt road and dl'i-t road leading to old abandon )d house) from interdiction 2.9 mile southeast of Sage (mdasur«d alsag Highway 79)? 15° f*ec south of hjuse, 20 fjot west of dirt road and 3 feet from fence- around hou!**; open fconcret* ca4ing. Ref «sr*noe point - top of 10 inch opening Into well 2 feat Above ground surface, at eletratton 2,410 feet. 11/17/53, 32o9» 7SAE-16N2 - Do Ippolito = In L«wlt Vall-ffs Rejiehi D4I Vallejo, 12 fest n.jpth of well I6NI; op*n casing. Reference point " top of casing 2.2 fe^t above ground aurfa«e, at elevation 2,4l4 feet. 11/17/53, 32.2. 7S/lE-l6a2 - Do Ippolito - In Lewis Vallsyj R4n«»ho Del Vallejfjp 2,0 milaa northeaat cf Hignway 79 (measured along dii?t road, froffl intersection 3.6 miles Siiutheast of Sage ^meaaured along Highway 79), 500 fe*t east of dirt /oadj opon ea»lifig. Reference point - top of oa»ing 0.6 foot above ground eurfaoe, at slevition 2, ,436 feit. ll/i.,V53., 75" 2. DEPTHS TO GROUND WATER AT WELLS IN HrDROGRA PHIC UNIT NO, 2 (D*pth» tir- watts' In fe** mtaMmpitd from refarenoe polirt) (oca«+, of Sag* Imeasuped along HJghvray 7?)? 150 f**"*; «'*<"* "!''' r&nnh hci'^So Ref*renast, of Sage (m9asu7>'*d along HAgiiwa;)r 79;; undfr "sni'iri.ig^bed m«tal 9b*d 50 fifs-t weat of H.'.ghwaj^ 79« R'»f«r»no« point - bottom of pump base at gjppund aur/noBf at elevation 2„32l f*t&to 5/5/53» 7.0s U/17/53. 3o6i; 5/5/53> 5. 80 7S/IE-20PI - Iv 0„ Robsr-'.^'on = In Lewis Valley? 0^25 m)a.y Baj!.4 of Hlgtoay 7? (roeaiturad along dirt if sad) from JntwrMSC'tion 3»U mVlaTi wo^athnast of Sn^e (aieasuifad alf^ng Higtwoy 7?); 150 fs^i; Eouihsast of dirt r'.'idj op«n C'ai>iiTV!- Ref*.r»>no9 point - top of eajf.ng 2o6 feist e.bv-ve ground surface at ela^ation 2jlU3 f....k„ 10/28/52p 35'-0f 5/5/53, 35'.'+f 5/5/5'+, ■iryo 7S/lE-22-'f*t west of Highway 79 and I5 f«*t south of hoafOo R»f«rma« point - tc-p of (laping 2 feot a.bove ,^r,v,,i-.1 vnrfaro, nf ajeva^lon 2„093 ftf?>t baromatrio levBl„ 2/2/51. 13,0| 12/5/51, ?6.0; 10/30/52, 17,2; 5/5/53, I6.5f 11/17/53, 18.8j 5A/5^, 17.5. 7S/lE-;,'iOHl - Po B„ Croais - In Lswis Va.lloy; IplOO f*>-,t sourhw-sat of Higlrivciy 79 (raeasur-ed alcng dlr* road) frcm lnt»r*a<5tlon of stream and Highway 79.. 3.9 niiles *!>uth?ast of Sagft (msasured "ilcirn? Higftway 79)", it vinimlll towsr 100 f^et south of hou*»n Rsfer^noa pojnt - t>p ©f p'iank co-s'sr 1 fjot above grc-und ewfaoa, at elwatlon 2,062 f9*t baromotrj.a level, 2/2/51, IO06? 12/5/51, ii+o?,; 10/28/52, 15„ltf 5/5/53" 15.7? ll/'17/53,. 13''85 5A/5'+.o 12. 5« y^^/lK-'jCn " A, J!„ a/jdi C Go Bin-Jl^s* - In L*i»,ls Villwy; 2,000 fa«t I'outhwest of Highway 79 (rosasursd al.rig -Jlirt r©ad) from intsrsBotion of stream ^nd Higihiway 79, 3»9 milfis pouthaagt of Saga l'&(6ii«m»ed ai^ng Highway 79)? at windmill in f-pon fiBld, 400 f<56v norttaast, of hou^ig, Rjlfpranas p.iint - lower e>1g« ^'t l-'^noh angle brae's on vlndmlll toww 2 feet above ground surface, at nlsvatJon 2„063 feet bar.^mstr:o l«vei„ 2/2/51, 3.8; 12/5/51, 5.2? 10/28/5?, 5-35 5/5/53, '+.9J 5/'t/54, 5-9- 7S/IE- .lOrv'S - A, J, and C„ G„ Bendler => In Lawis Vall-Sfj 2,000 faist &outhwest of Highway 79 i'measur'-t south cf Hig»jway J-fr Refer9n 41.2; 11/21/52, 29..I5 5/7/53p 23o0; 11/9/53, 25.9; 5/10/5'+, 32.8, 7S/2E-13D2 - George Hepburn = Near Goeaiuila; at windmill 200 feet northsast of well 1301, Rafarienee point - top of oaailng 0,6 foot above ground surface, at elevation 3j766 feet. 12/6/5O, 42,5; 11/21/51, 41,6; 5/7/53, 25,5; U/9/53p 28. 5» 7S/2E-I3D3 - Holland - Near Gcahuila; 1,8 miles north of Goahuila (measured along Gary Road); 500 feet north of house and 215 feet east of Gary Road. Reference point - top of casing 2,5 f t. abovn grownd surfaoe. II/10/53, 44,8; 5/10/54, 40.7, 7S/2E-13N1 - L, W„ HolooBb = Near Coehuila; 0,83 nils north of Goahuila (measured along Gary Road); at windmill 650 feet east of Gary Road and 135 ^99-6 west of house, Referfnoe point - top of casing 1 foot above ground surface, at elevation 3^,701 *eftt, II/29/5I, 5T„lj II/21/52, 4l,l; 5/7/53> '♦O-l? 11/10/53, ^3.3; 5/10/5'+, '+3.8, 7S/2E-13R1 - C„ A, B«eha»iaii =■ Near Ceahwila; 0(,5 mile nortf* of Coahulla Road (measured along Howard Road); at windmill 250 feet west of How^d Road and kO feet west of house. Reference point - top of casing 1,4 feet abfjve ground swrfaoe, at elers'atlon 3^850 feet, ll/iO/53, 26,0, 7S/2E-i4H1 - G, H, Olds - In upper Coahulla Valloyj 1,5 miles north 9f Coahulla Road (measured along Gary Road); at windmill 5OO feet we«t of Gary Road and 100 feet soutjiwest of house. Reference point - top of oa-^lng 1 foot above grouad surfaea, 5/7/53ji 50 (owner)? 5/10/5*+, 50 (owner), 7S/2E-i4E2 - G. H, Old* - In upper Coahulla Valley; 700 fest southwest of veil 14h1, Referenes point - top of easing 1 foot above grwind surfaeSp at »leTiutlon 3i,750 feet, II/IO/53, 3'+»7b 5/10/54, 31.8. 7S/2E-22A1 - Head - Near Coahulla; 1.7 miles north of Coe*ulla Road (measured along dirt road) fro* Intersection 1.3 mllef west of Goahuila (measured along Goahuila Road); at windmill near hou^<<, Referenos point - top of easing I.5 foot &b«*ve ground surfaoe, 5/7/53* 25„0; 11/9/53, 33»55 5/10/5"+, 29.4. G-36 DEPTHS TO GROUND WATER AT WELLS IN HYDROffllAPRIC UNIT NO. 2 (Dtpiha to water In feet measured from referenoe point) (continued) 7S/2C-22K1 - T. C. Pomeroy - Near Coahulla; 0.6 olle north of Coahulla Road (neasur«d alung dirt road) from Intersection 1<,3 miles west of Coahui],a (measured along Coahulla Rsad); at vindmlll ^0 feet southwest of house. Reference point - top of casing 1.5 feet above ground surface. 5/7/53p 53o't{ U/9/53, 15.65 5/10/54, 13-2. 7S/2E-23KI - Coahulla Indian Reaervation - Near Coahulla; 0.4 mile north of Coahulla Road (measures along dirt road) from Interseotlon opposite Coahulla School; at vindmlll '♦5 feet east and 35 fe'jt north of house. Refereno* point - top of casing 204 feet above ground 8urf'a«ej, at elevation 3, 639 feet barometrl© level, II/29/51. 29.4; II/2I/52, 23.9? 5/7/53* 21.6; 11/9/53, 22.3; 5/10/54, 22.2. 7S/7E.23M1 - Castillo - Near Coahullaj O.3 mile west and 0„3 mile north of Coahulla;; at vindmlll in pasture. Referenoe point - top of casing 0«7 foot above ground surface, at elevation 3p600 feet. 5/7/53, 3.4j 11/9/53, 6«7s 5/10/54, 4.2. 7S/2&.?3P1 - Coahulla Indian R«servatlon - Near Coahulla; at windmill In pasture, 0.2 mile north of Coahulla Road ejid 0.1 mile west of Coahulla School. Reference point - top of oaAlng 3.2 feet above ground surface. 5/IO/54, 125. 7S/21i-24Hl - C. W„ Ayors - Near Coahulla; 0,1 mile north and 0.1 mile west from inter»ee;tion 1.0 mile northfiast of Cary Road (measured along Coahulla Road)j 50 feet west of house. Reference point - hole in pump base I.3 feet above ground surface. 5/7/53, 66.1. 7S/2E-26D1 - Coahulla Indian Reservation - Near Coahulla; 200 feet southeast of Coahulla School. Riffercnoa point - ground surface. 8/29/40, 12 (log). 7S/2E-.29P1 - Bradlsy - In Imof Coahulla Vallsyf 1,5 miles northwest of Coahulla Road (measured along ijljct rood) from interseotlon 2.3 miles southwest of Coahulla (measured along Coahulla Road) ; open OBiiin^, In gKuup of treos ItiO feet south of Parks tombstone. Referenoe point - top of ooeing 2.7 feat aboVe ground surface, at elevation 3,424 feat barometric level. I2/7/5O, 21,0; 12/4/51, 19. 9s 11/21/52, 20.2; 5/6/53, 18.7; 11/9/53, 20.9; 5/10/54, 19.7. 7S/2E-29ni - In lov;er Coahulla Valley; 1.25 miles northeast of Coahulla Road (measured along dirt road) from interseotlon 2.3 miles southweet of Coahulla (measured along Coahulla Road); 0.2 mile at windmill near water tank south of dirt road. Referemse point - top of casing 2.9 feet above ground «urfa«©, at elevation 3,420 feet, 5/6/53, l4.9; 11/9/53, 17.6; 5/10/54, I6.O. 'fS/2&-JZM - Parks - In lower Coahulla Valley; 0.6 mile north of Coahulla Road (measured along east line of oeotlon 32) from intersestion 3.3 miles etiuthwast of Coahulla (measured along Coahulla Road); opsn easing in field O.5 mile north of rajioh house and 50 feet west of fence line (east line of Seotlon 32). Referenoe point - top uf easing 1 foot above ground surface, at elevation 3, 420 feat, 12A/53, 20,7$ 5/10/54, 23o8, 7S/2E-32F1 ~ Betty B. Muroell = In lower Coahulla Valley; 1„3 miles north of Coahulla Road (measured along dirt road) from intersection 4.3 miles southwest of Coahulla (measured along Coahulla Road); in fonned enclosure in pasture 25O feet east of house; artesian well equipped with gasoline engine. Referenoe point - ground surfaoe, at elevation 3,4oo feet. Measurement of I2/2/53 represents pressure head in feet above reference point, 11/9/53, flowing; I2/2/53, -1.5; 5/10/54, flowing. 7S/2E"32m°1 - Parks - In lower Coahulla Vallsrjrj 0,1 mile north of Coahulla Road from interseotlon 3.3 miles southwest of Coahulla (measured along Coahulla Road); an artesian well at windmili 10 ftiet east and 25 teit north of ranoh house, Referenoe point - top of easing 2.3 feet above ground surface, at elevation 3,430 feet, 11/9/53, flowing; 12/2/53, flowing; 5/10/54, flowing. 7S/2E-32.I2 - Papka » In l<«wer Coahulla Valley; 0,2 mile northwest of Coahulla Road from intersection 3.3 miles southwest of Coahulla (measured along Coahulla Road); at windmill 75O fs^t west of house and 10 fBrtt no5>+,h of wstw tank. Reference point - top of easing 2,7 fest above ground surfaoe. 5/6/53, 6.4; 5/10/54, 606, •S/2E"33C1 - Coahulla Indian Reservation - In icww C a^iuilla Vallsy; 0,25 miles northwest of Coahulla Ro'Kd fmeasaTSd along dlP+. road^ from InteMaf^^iJon 2,3 BiiJe^' southwsst of Coahulla (measured along Coahulla Road); at wlndMi?;,! 5CO feet west of dlrf road ana 200 feat south of ohannei of Ccanuila Cre*k. R»fsren-i« pvtr,^- ~ top of otwer beii'V pipe olami» 1 foot above g:?'ound surface, at elevation 3,438 feet bo-ometrio le'vel, 7/n/40, 22 (log); 12/;/5C, 40„9; 4/;.7/5i,, 42.9; 12A/5i,. 43.2; 11/21/52, 34.5; 5/6/53, 34.7; 1V9/53, 37-7} 5/.iO/54, 35.3. DEPTHS TO GrRODND WATER AT WSJLS IH H7DR0GRAPHIC UNIT NOc 2 (Depths to watt* in f««t neasured frcB !f«*er«n(j« poiat) («fjr.filnu«d) yS/JZ-^1 " Jo Eo Cejptier - Naar Assze? 1-5 ulies north of Mitchell Rotxl (measured tZ.mz dirt road) from intera80*lon 0<,1 mile east of Hill Rsai (measuffld a?ioag Mltohell Road)? 50O feet north of house and 50 feet noirth o? slump of oak tre^c-; equipped vlth JaoK puaip psvered ty gaaollae engiaec Referance point - to? of planking over eaaiag lo5 feet abeve grounc; surfaoej 11/^2/535 22c3; 4/22/5W, 21.7.- 7S/3&4E1 - Near Asisa; 3,6 ailM northwest of C<»ahuila Road (measured along Riddle and Bautista Canyon Roads )? 275 ?•«■* east and 125 feet north of west quartw oomer of section 6j at windmill 130 fest northeast of house, Reiftr^neie point = top of cosing 1,1 feet above ground surfaooo 11/10/53, 119,2j 5/7/54, 122.3" 7S/3E-7fa - Ao To Th3sa?s
    542c66 fertc 11/24/53, 4.2, 7S/3E-15aLl - John Bohlen - Near Anzaj at windmill 300 feet west of well I5PI. Reference point - top of casing 2.6 feet above ground s-orfaoe, at eleiration 3f.?42<,33 fe«t^ 11/24/53, 4c9« 73/38=15^3 - J(*m Bahlen - Near Ansaj 6OO feet nortSieast of well 15Q1. Reference point - top of easing 1„2 faet above ground surface, at elevation 3s'S^%''-^ fee^o 5/22/53, 8c9j 11/24/53, 6.65 4/21/54, 6,6. 7S/3S-16K2 = Llohwald - Near insaj 0<,5 mile north and Oo? mlie east of intepseetlon of Coahuila and Barham Roada; at ^rindmill 25O feet east of well l6iClc Refsrenoe point - top of casing I.3 feet above ground surface, at elevation 3.977.66 feet. 1942, 3J.(T.ag); 5/21/53, 36oOs 11/25/53, 49.4; 4/21/54, 47.3. 7S/3E-16N1 - E„ Go Register - Near Anxaj 400 feet sast and 400 feet north of inters eoti on of Coahuila and Barham Roads. Reference point - (a) top of casing 0,9 foot above ground surface, at el9va.tion 3,945«17 feet (12/1/50 and ll/2o/Sl); (b^ hols in side of casing s.t ground surface, at elevation 3,944.3 feet. 12/1/50, 88.9? 11/29/51,' 94„3; 11/11/52, 90.5, 5/8/53, 90.1? 11/25/53, 89.5? 4/21/54, 96.9. 7S/3E=l6Pl - H. A„ Bergman - In Aasaj at wiridadll 200 feet nor'ih and 170 fe't west of intersection of Coahuila and Contruras RoadSo Reforens© poiiiit = top of iron covw 1.2 fee^S; above ground surface, at elevation 3,926.56 feet. 11/7/40, 69; 12/l./50i, 70^-); I/30/5I, 75.15 3/8/51, 71o5s 4/5/51, 82„9; 5/8/'51, 74.5; 6/13/51, 72^55 7/5/3i, 66.2; 8/7/51, 64.4; 9/6/51, 63.9? 3.0/3/51, 80.6; 11/7/51, 79.4; 1/3/52, 74c0s 1/14/52, 77.4; n/ll/52, 87.^8; 5/6/53, 84o5j II/24/53, 89c8; 4/21/5U, 8920 7S/3E-16P2 = Rjbsrt Lo Register - Near Ansag Ool2 mile west and 200 feet north of intersection of Contpe3«as and C'sahuila Roads; 50 fest north of hcwseo Referenise point - top of 4 x 4 inch blo«k support 2.5 feet above ground surface, at elevation 3*934c77 i'***-. 11/25/53, fi5.e? 4/21/54, 88.04o 7S/3E-I7BI = Near Ansa? 0.35 mile west aatd I65 feat aorth of inters eetion of Barl-iam unA Mitchell Roadsj at wlndfjiill 65 faot sou-*h of houspo Raferenae poJnt - siirfaoe cf oonsrote slab Co7 foot above ground surface, at elevcilon 4,083.99 fe©t, 8/i6, iM- (U.S ,G„.S„j, W.S„Pc 429); n/3n/50, 76^55 1/30/51, 74 = 5; 3/8/51, 76. 3i 4/5/51, 76.3s 5/8/5l> 76.35 6/13/51, 76.4; 7/9/51. 79.9* 8/7/51, 83^0; 9/6/51, 81.8; 11/7/51, 81.0; 1/3/52, 78 0; 2/5/52, 76,14 3A/52, 76-3; 4,V52, 76ai 5/13/52, 77.7; 6/IO/52, 76-3; 7/8/52, 77.0;; 7/30/5?. 779; 8/25/52, 76c,55 i/l6/53, 75-5, ?/'27/53, 76.0; 3/27/53, 75 7; 5/21/53, 76-4; 7/3/33, 76.1; n/12/53, 8608; 1/6/54, 84:9; 2/4/54, 76. O5 4/1/54, 76.8; 5/7/54, 84.0 7S/3E--17CI - Lincoln Barhem - Near An^as 0.,63 lalle west end 0.-11 uiilo south cf interssotion of Mitchell and Barham Roads; 60 feet eouth and 7O fe«t east of hoiiSf; at windmill 10 feet east of elevated tank^ Reference point -^ top of o^aing 1-5 feet ab.ive ground i?iapfaoe, at elavation 4,064,17 feet., II/3O/5O, 82. C; 11/21/51, 85.51 11/10/52, 82„6; U/12/53, 92.15 5/7/54, 52,2; 9/2/54, 63.2? 9/5/54, 82.4s 10/19/54, 83o3. 7S/3E=l7 (a) Top of casing 0^5 foot above ground awfaoe, at elevation 4,053 fe®t (beLrometrlc level) (11/12/53 through 9/3/54); (b) recorder hcuise floer 0..9 foot abovs ground surface, at elevation 4,053 feet (barometric level} (9/5/54 through lO/Wm)., ll/32/53« 137c 1; 4/29/54, 137.4; 9/2/54, l4i,7; 9/3/54, 137.9; 9/5/54, 136.4; 9/7/54, 138 4; 9/1V54. 138,4; 9^1/54, 138.5; 9/28/54, 138 6; 10/5/54, 138.7; 10/13/54, 138:8; 10/19/54.,, 139,0.. DEPTHS 70 GROUND WATER ,. WE.i.S IN HTDROGRAi'HIC UNIT NO, 2 (D»p«hai 'tcr wateir In tt»t njasurAd tufsm ref«rcnoiii pol/tt) (et'in'l^tnutd) 7S/3E-I8NI. ^ Pi,op«no« S-feinnabs-eakaiP - Nsap AffiSif Oo5 ailu north aiU 35O f*«i Mat of ln4«r»*atlon of Hcwatrd and Coahulla Roadjs; at windBlll I30 fe^t dou'(^ 11/11/52, 40.1, 7S/3E-2OCI - H. Ac Pupsehe - Near Aaraj 0,7 ""ll* west and 0.I5 mil* south at Intersection of Barham and Coahulla Roads at •windmill near reser^oiifo Referan©'* polmt = top of pipe seotion welded to steel plates Oo5 foot abo^s grsund sia^ifaoe, at olevatlon 3,'904<,78. 5/6/53* 80j 4/2V5'*, 88<.75 9/3/54, 88.55 ^5/5"+, 70.0. 7S/3E-20C2 - H. A. Pwrseh«» - Near Anzaj O.55 mil* west and 100 feet south of InteirsMtion of Barham and Coahulla Roads, Roferenoe point - top of oasing 0,2 foot abo^e grouad eurfaoe, at elewtion 3,956 feet (barometne level), 8/9/54, 80j 9/2/54, 102,3} 9/5/5't, 192 jumping)} 9/6/54, 62(log). 7S/3E-2OGI - H. A, Pursohe - Near Ansa; at windmill 65O feet aasi and 200 f««t nopth of center of seotion 2O5 60 fsdt east of well 20G2o Refeipisne* point - -^op of pip« weli«d to basis plate 0,5 foot above grovmd suiffase, at ®lewtlon 3,883,09 fe®t. 9/2/54, 95.1? 9/5/5^> T?.**} 10/19/5*+, 79'>2. 7S/3E-2OHI - H. A. Pursoh© - Near Ansan at wlnamlll 0,25 mile south and 0,15 mile west of intar- seotlon or Barham and Coahulla Roada. Refwrene* poliift - top of pipe abi-^e plate 0,4 foot abwe ground supfaee, at olewtion 3,915.4o feet. 4/22/54, 66.9} 9/2/5'+, IO808 (pumping) |! 30/19/54,, 90,9. 7S/3E-2OJ2 - H. A, Pureeha - Near Ansa; O.5 mile south and 330 fe«t west of intersection cf Barham and Coahulla Roada 5 at windmill 120 .*eet east of house. R®f9Peno9 point " t«p of p*.p« ?upp"rt 1.9 feet above ground surface, at elevation 3j.884,35 fast, 6/46p 8 (tog); ll/U/52. 55.8? 5/8/53, 55.7s 11/23/53, 57.4} 4/22/54, 58,35 9/2/5"+, 55.35 10/19/5"+. 56.4. 7S/3E-20J3 - H. A. Pursshe - Near Ansaj 200 fast north«sast of w«Il 20K, P^fsrwcs po3n* - (s ) top of oasing 0.4 foot above ground surfaosp at el'wation 3,379.72 f»*t (11/^0/^0 i.nd llAV^J)? (*>) P^^^P *»•<« O08 foct abwe ground surfaa-ji, at elevation 3,880,OS foet. II/30/50,, 51.1? 11/11/5?, 53.7?, il/23/53, 59.15 4/22/54.. 52.8. 7S/3E-20J5 - H. A, PupBohc - Near Ania? 0,7 mile south and 64o f*At w4st of intflf^eotlon of P^vh'Vf and Coahulla Road«, Referene© poln-f; - top of )pip« weld«d to plate 0,2 f»vt owner of S«ot.l5n 20o Refi^rBro* point - top of oaaing 0,3 foot ab',T5o gr ''ind o.nrfaoao II/25/53,' ?9.2; 4/;^.V54^ 29.4. 75/3K.7oa3 - H. A, Purseh* - Near Ansa} 30 f«»t aovithwfat of veil 2002. R*fareno» point - top of oaql.ng 1 fo-^t kboT* grouvnd i8wfao«» 11/2^/53, 29,;^; 4/2V./54, 30,2, 73/3E'20Rl - H. A. Parnohs - N«iar Anxs: 55.."' ?09+- v.^^t snd.4o f*«t ncrth of p^'.-th^aet oorn^r of Saotlon 2O0 R»ffrsno* polTit - top ot oapjTR 0,5 foot ebor^e ground surfaoa^ at ^Iwatinn 3,,8?7'22 faet , 11/30/50, 27.4} 11/21/51. 27.?} 11/10/5:, -.^6.0} n/25/53, 28,2? 4/??/54„ 29,0, 7r;/v.%.2CR2 - H. A. PiTRc.ii<« - h'-'^T fm-^t 5.y fi*-:- nifth and 25O feet vset of =!0'.it^«a3»' (l'>m»r of Seotion 20. .••■^s"?r.n')« p!>' .1.1 - tc-p of v'-V' -j.-uplJ-rg :.5 f >nf, ab'tf* ground ^-uirfaf.*, at ele-^atlon 3,948 f««<5 (baroraetrio •■vv, ), .vi/>o/50. 27.7} ll/^l.'5l, 2J,2. y./y..:',h'-, ~ K. \. Pur^o'-.c - K-.ar Unr.a; c«ipj.ed o^slnp 5OO feet north and 30 faet wfl?t of aouthe-at cornar of i«cx,i.on 20} 200 feet east of well 70R2. Rsferenoe point ■• hole Jn onjlng at gro-ind rurfaee. ••/:VS'', 34o0, G-.5Q TiEPrnS TO OftOiiND WATEP AT WELUS JN HSDROGRAPHTC UNIT N0„ 2 (Dfpfclha t,o WRtup In fest measure'! fpoat pef«P9no« point) (ocin'itaniJied) 7S/3^2\B1l - Hu^i G, W«»tphalon -• H»sr Ajnza; at wl-sdmlll 50O fc«t eaat and UOO fe«t south of Inter- SKotion (jf Con+r^^aa wid Coahuf.ia Road*. Rsfurttnrt^ point - too of ©lamp 1«6 f>:fit aba^e ground nurfaue, at eleTation 3p?''8.25 f»*t. 5/6/53., 61.4. 1J/2V53|. 6O.5; V21/5'*, 61,1. 7S/3E-2ICI - Hflnvllton Snhocil- InAniaj; 200 f»«t v««t and 5^ f»«* «ou*h cf Intarsaotion of Ooehulla and ContrwiiS R-.iH.d8j at windallj. 100 f«i»t Wiut of sehcoj.. R«fer«no« point - top of casing 1,3 fe«t abo'y* • grc-jnil HiWifftaa, at »3l«\Tatf.pn 3i.93C"»25 IT ••<••. 11/7/4?, 68. 5/6/53* 7^.5<> V22/54, 89o2, 7I>/3E-S1^1 - Near Ania; at wlndiBill Cok^ mtlfa south an4 5OO f«-»t vest of iKtor^Mtlon of Coahulla arri Oentreras Roads. H«far»Tiee point - top of oaairg 1p6 f«et a,byv» ground sivfaos, at elevation 3;.876.88 fest. 5/6/53» 53.88 V2S/5'+, ^%7' 7S/3E-21OI - Hugo Oc WisstpJialan - Near Am*; Cc.12 milo «a»t and 50 feet north of Interseotlon of Con»reras a::4 J'jhiis-sn Roads^ In oornagated aetal pwip hoiw®. R9f«rane« point - hole for air line 0,6 foot above gjpomTi e\ir?ao8, ftt alew-tlon 3,863.,": fee*. 11/2^/50^, 22,0? I/20/5J,, 3c, 5f 5/8/p, "+6,1! 8/7/5I, 1*5.71 9/6/5*, 2^.35 10/V51» 2%7t 12/W51p 29»7f 1/3/5^!, 25»3(! n/n/52, JJ-.B; 5/?6/53, Ml,?? V22/5U, i»6.7> 10/19/5^, i^5 tmt. 6/l6, 20 ((KS.G.Soj, W.S.P. Ujj)} n/29/50, 21„3; I/29/51, 2l„0i! 3/b/3h 2o,9j 4/5/51,. 27.7? 5/8/51, 27,4j 6/l3/5ip 27o9; 7/9,'5i|. 27.2s 8/7/51, 20.iii 9/6/51, 23.5; 10/31/51, 22.25 ll/7/51p 22»0J 1/3/52." 17.3; 2/U/52p 15io2j; 3A/52t 19.6? 5/'-3/52, 16. 5f 7/30/52, 27o7s 8/25/52, 26.0; 10/21/52, 20.2; 1/16/53, 18.0{ 2/27/53, 20,35 3/27/53p I8clj 5/26/53, 22.9; 7/3/53, 25.I; 8/10/53, 26.3; 9/V53, 25,9? 10/8/53, S5.O; UAI+/53, 27,5(1 l/6/5'4, 26,»*5 2A/5'+, 22„9; h/l/^k, ■>.2ol% 4/21/5'*, 26.2; 10/19/54, 27.05. 7S/3E-J1J^ ■- C, T, J.shn8on - Near Ansa; 0,25 mll« east ami O.25 mile sou-ih of IntST-wootlon of Contrsraa all)'! J^tasjn Rcs^Jsj 0025 mile west of well 2M1, Rsf^rene^ pain's; - top of oealng 1„7 fs'S''; sb, 33,61 10/19/54,, 27.0, 7S/3E-aiJ3 - 0, t, Johnaon - Neap Antaj »t windalll 30O feet south ftnd 70 feat vest oi" interaeotlon of Johnson and Hill Roads. Referanoe point - tep of pipe olampo 0.7 foot above ground surfaoet at alavcttlon 3,868.30 faat. 11/30/50, 15.3» II/20/51, 21.6f n/ll/52, 16.08 5/26/53, 20.95 11/24/53, 23.5, 4/22/54, 23.3. 7S/3E-2)1C1 - 0. S, Oantrarsa - New Ancaj ftt vindalll 60 faat south and 50 faat east of interaeotlon of Johnson and Contraras Roads. Referenoe point - hola In drun around oaalng 2.6 feet above ground surfaoai at alavatlon 3,867.J2 faat. il/30/50, 28. 3. 73/32-21x2 - 0, S, Contrsiraa - N«ap Ansevj Cl'* 111AI9 »aat s.nd 150 feet flouth of intarseotlon of Cnntreras Rift.', .'ofinsin RoatJw; opea oaal'.Tg, Rflfftreno® ptilttt - top of oa«lng 3 's'* bclcw ground surfaoe, 11/24/53, 4o7j 4/30/54, 4,5, 7S/3K»315/,1 - L. J, HaBi43.tTO - Njar Anja; 0,2 mile south and 400 feet west of Inteirweotion of Contreras and Jolmsfon Hoads; at windmill II5 fast south and I5 fO'St. weal of houes. Referenoe poJ.nt - top of pipe olarap i.O foot abo"/e gsrouiid eurfaoe, fit ejetcation 3,843.51 f'sat- 11/13/52, l8c5.i 7S/3E-21iU2 - hi J, Hanillton - Noar Anza; a<; windnlU 100 feet northwis-i!. of wijll 21L1; 25 f est east of houae, Refsir-stwe point - top oS" oairlng 1 t'j:\ ahcve ground auyfae*, ll,'24/53, 30,1; 4/22/54, 31. 3.. 7S/?E-;i:u3 - L, Jo Hamiltcn - N^ar Aazaj 200 fset 8outh*'«9t olf well 21Uj 50 f»i«t south of ba^ii.,. Refarenoe point - top of easljjg, 2,0 feost afawe ground swfa©?,, it al®'ration 3,o49,05 f^st, 5/26/55, 26.5? 11/24/53, 30.3? 4/22/54, yi,% 7S/3E-21FI - L, J, Hamilton - N-jar Ansaj 0,; u'ls »vit5» and 25 fa*)-, west c-f Indeir-setitlcn of Contreraa a'iKi J',te.i!on Roads. R^^srones p?lnt - toT> of ni»afu;,-iT«io90 f95.+ , 1:1/30/50, .23; 11/20/51, 26.2; ll/ia/52, I6.?; 5/26/53, 2C.U. 7S/3E~21R2 - C. T, ..ioh.Ti.»on - K»ei:' Arj-.j 60 ffv'i * lurh arc 50 Tsi'i veoi oi vbU SjRI; .fpen caMrig, Refer in-.? point - to? rir oualrjjp, C08 fcrt aV.— ' gr urj fcxU'-.-i, 0'; eicj-Allon 3,855,6? f*-t.t.' J.1/;T'S0. j.'!.5; 11/20/51, 17.0, i:./li/52, 16, Is 5.''6/53, 21,9: ..:.'?4,j3, 27,2. 4/22/54, vs.,;. DEPTHS T ■ '■'.F.CXJMD WATiB 4'! \rP^hS IN HYDROGRAPHIC UNIT NO, 2 (dontln;t«d) 7S/3E-22B1 - L. J. Hamilton - N^ar Ansa; Oo55 nils oast anJ 50O fe*t tcyuVh cf In'taMao-eion of Hill and Coahulla Roodi; 30O fssK tufl ot hvjei>» R3fe;f%iu6 point - top of oono:f«t« «lab O06 to^^ above gi-ound «urfao»p at eieratlon 3,93C<,10 teste li- 23/53, 75 V21./5'+j 7.'+. 7S/3E-22B3 - L. J. Haall-fccn - Near Aasftf 90 f8»-C; v*a% and 50 fe** «c.u*h of w*ll 22B4a Raf jiif«no« point - top of oMlngp 1+03 fe*t above gpownd eurfaeej 4* ileTatlon 3,951,31 fe«t. 5/26/53, 28o6; 11/13/53,, 15.1 5 '+/2l/5't, i'l.Oo 7S/3E-22B1+ - L. Jo Haailiton - Near Ansa; Oo25 mile wsst And k^ feet eouth of Inter-* eetion of C^jAhaiia and Kijfby Riiadaj optn casing 65 feet ifss-e oif ftaiae lias. Refeyanpe point - top of ©a*lag 1,7 fe«t above grousjd surfaea, at ele'satioin 3-22D1 - E. G. Hes^rlng - Near Ansa; at windmill O.I5 mile east and 100 feet se>uth of In'^erteotlon of Hill and Coahulla Roads. Referan^sa point - tcp of easing 1.0 fosfi abtf?* ground *wfa«!8, at elevation 3,912.79 tMt. 11/20/51, 29,5; 11/18/52, J0,.3b 5/26/53, 11.5} 11/23/53, 17.5$ V2l/5'+, 1'*.9. 7S/3E-22D2 - H. R. Liehvrald = Near Ansa; at windmill 200 feet «outh4a«t of well 22D1, Rtferenoe point - top of wood cover 2„3 f«et above ground swfaee, at elevation 3,905,36 fest, II/3O/5O, 6,9; 11/15/51, 7.2; 11/18/52, '♦.2i 5/26/53, 5.75 11/23/53, 6,75 V21/54, ^,9. 7S/3E-22D3 - H, Ro Uehwald - Near Ansa; at windmill I80 feet southsas'ft of well 22D2, Raferense paint - top of oaalng lo9 fee^ abw*' ground iSMpfasn, at ale'^aiSl © js 3,903.94, II/30/5O, 15,1; II/20/5I, 20,0j 11/18/52, 19.5? 5/26/53, 15.25 11/12/53, l»t.'l»5 '+/21/5'+, 12.2, 7S/3E-22D't - H. R, Llohwald - N*aif Asjsa; ^tOO fe*t sowtS'jeast of well 2202, R*ferwn«e point - top of oaalng 1.0 foot above ground iswfacie, at ele^Sion 3,897.86 feet, II/3O/5O, 13.H; II/20/5I, 15„2; H/I8/52, lko7i 5/26/53, 13'^i 11/23/53, 15.65 t/21/5^, li+.S. 7S/3E-22D6 - H, Ro Llohwald - Near Anza; Oo2 mile south and IJOO feet east of Intersection of Hill and Coahulla Roadsj open casing 600 feat southwest of barn. Reference point - top of casing 1.7 feet above ground surface, at elevation 3,885,7't feet, 5/26/53, 26olt; 11/23/53, 28,0; 't/2l/54, 28,6. 7S/3E-22J1 - Near Ansa; at windmill 0.63 mile ucutn and 100 fe«t w«st of intersection of Kliby and Coahulla Roads. Refer«in«6 point - top of ca<»iiBig O.25 foot abows ground suj-faae, at elevation 3,3^ feet (baromstrl© level), 12/1/50, 12.55 II/20/51, 21,5; llA6/52p 17.2j 5/26/53, l6.1j 11/18/53, 15.1. 7S/3E-22NI - 0, T„ .Johnson - Neajp tosaj 200 feeHfe BoutSieaat of well 21J1. Refes-enea point - top of casing 2,3 fe®t abwe gr<5.und surfae'Sp at «l«w.tlon ^,863«59 feist. II/30/50, 18»5; II/20/51, 20,3; 11/18/52, 20.9; 9/26/53, 2**.55 II/2V53, 26,5? V22/5t, 27.3? 10/19/54, 28.1, 7S/3E-23DI - E«r,s!p1S Raifeh - Naar Am;*? 0,1 fflll« yimth and 200 tm^ east of inlfeerifeatlon of Kirby and Coahulla Roads, Referent* polfit - tup of laju-ang 0.6 foc^ abcve griaund surfaaa, at elevation 3,975.18 fe>st, 5/^6/53, i:3.;5 11/23/53, -'3.0; 4/20/54, 22.9, 7S/3E-23RI - D. Raislai - Nea? Ania; 0.2 mile north and 400 feet west of «trutheast oornes* of section 23; at windmill 300 f*3t nosfth«ast of hou**, R^f ■«ran«( j p^af.nt '. t-'p wt .aftslng i foj^-t, abov/a g'j-i.ue'l surface. n/l8/53, 46^.4; 4/21/54, 43,4. 7S/3B=23R2 - A, Lapp'jg = Natuf Asit&j at wljtlmill C.3 mile wtst ami 3OO f'iit nfi^th of southeast ••tf™*p of seotlon 23, Referinss palish - ttp of casing 0,9 fo#t ^bove griund surface. 5/27/53, fll.Ss 11/23/53, 64.8? 4/21/54, 83.4, 7S/3E-2701 - Coahulla Indian Rsis^JUpnt^acK - Nitr i^ie^? st sil?idaail 0,3 nillv ^m% STad O.25 mil* south of n:rthwe«t oornsa* of »eijtlLn 27. R*f es'tniiv pMn^ - tip \>t I'ltwliig 0,2 faoi abavd grsuiil suicfaoe, at elevation 3,8-0 fest, 5/7/5^p 17.1, 7S/3E-27MI - Cf.ahuJl-i ls,iti& R'vmirirat'.c-ft - N-tar Ajd**? At wiisdMll 0.6 mil* *outh ini :.100 fB«,i east of ncrt^^- 7.'+» 6/13/5I0 ?.0; 7/31/51^ 8.8? 9/b/5l, 7.55 lo/i/51^ 8.5.? n/>/51„ 6.4; 1/3/52, 6.7? 5/26/53, 8.C? n/2'»/53o 9,9; 5/7/54p a^.o. G~42 DBPTifJS TO GROOND WATER, AT WEOS IN HTDROORAPHIC UNIT NO, 2 (Osjprlffiu '&« «&-%•!!» in t««r% B«ui.iFth and 0,2 mils east of s«nstr!w«9t emfntr of section 34; in fenosd 9nelo?we 0,3 nil* northeast of road throu^ Tervilliger Vftl^'tjp; ♦qutppji viVn gajsollne engine, R«f»r®nc« point - t«>p of easing 0,6 foot above ground marfaeo, at eleratioBi! 3r877»ll ?•**• VljAOp '♦0(Ug)8 1/31/51^ 35»3L5 3/8/51, 35»3s V5/51» 3-7.55 5/8/51, 3^.8; 6/l3/5lp 3805? 7/9/5lp 38,5; 7/31/51, 37.65 3/6/51, 37.3r 10/3/5I. 36.9! 11/7/51, 36,53 ilA5/5l, 37<.9l 1/3/52, 35».3! U/2V53, 38,2s 5/7/5"+, 38.8. 7S/U&>14B:1 ° In BoiiFtit ValS.«7; 1<>1 nlles s^^utheaat of interssetion of Coabuila Road and HamiU^n Creek; on • out's bank of »tr«aai, Rftferanme p^lnt «■ top of plank 1 foot above ground aurfaoe, 8/lV53, 19o5|i ll/23/53p 19.35 V20/5Uy 16.1, TS/'UR-IJGI - In Biaynt Valluyj 1,1 milts sniuth and west of Coahuila Road (measured along dirt !°oad) from lnt»r:?fi«tlon k,6 miles east of Aniaf at windmill 3OO f®et south of dirt road, Referenee point - top of metalenver. 3.1 feat above ground surface, U/23/53, 22,6; '+/20/5H, 23,1, 7S/UE-19HJ - L. Figaro - In Burnt V*lli^5 O.I5 mile east of well I9GI, Raferenee point - top of plank over 3 feet abwe grounS suipfaoe, 8/lV53, 11.2j V20/54, 11,6, 7S/UE-20Ba - Lootorood - In Burnt Vftllpy? 0,25 mile earth ajcd O.U mile east of Co«.hulla R.3S4 from Inter- eeotion k^6 mile? east of Ansa; at vindmill near house, Ref«r«ne« point -■ top of oa«ing at ground surfaoe, 8/l'+/53, l2lA. 8S/lE-7P;i - In Wilson Vallu^j 2,6 miles northwest of Coahuila Road (msaaured along Wilson Valley Road)| open oq^lng 200 fest east of Wilson Vt-lley Road am6M1 - Bert Sharp - Lewis Vallagr; 2,65 alles south of Highway 79 (mea«U!f>9d along dirt road); fnaa iiter^eotion 6,05 miles north of Rfi.dei5 ('neaeiiSfad along Higlliway 79); at windmill 30O feet southwest of feoMf »,, Re'ferenoe point - t'^p of casing 0,5 fmot above groimd swrfasia, at elevation 1,730 f«at, 5/5/53, 12.7; 11/16/53, 16,8; 5/5/5*+, 15»1. gS/HE-^Ml - JaaiM Osl&tt - Itii lower Lanoa«ter Valleyj 0,35 ■"H* west of Ran'Sho Ramona houses 10 feet west ff metal pump house. Reference polErff - hol^ in easing 0,3 foo* abyye groxjnd surfaoe, at elevation 3.,55'*»7 f«>->*o 2/28A8, 35<.3(l«>g)r 11/16/50, 63,25 2/5/51, 6l„»»5 3/'7/5i, 5i+,7s '+A/51, 67.25 5/7/5l» 66,3; 6/13/51. ^7ok;, 7/3/51, 67.95 1/3/52, 6^,^^ 2/5/52, 68,15 3/12/52, 7 I08; k/13/^2, 66,81 9/25/52, 73? 10/21/52, 76,65 lA6/53i, 72.6; 2/27/53, 70olf 3/27/53, 68»3? 7/3/53, 72,1? 8/6/53, 73.25 ll/i3/53«> 7'+.7!i l/f/5»*, 79.25 2/5/5U, 75.2; ^/i/^K 70,9i Wio/^H, 70,9, 8S/U&-7P1 - Jaase Oriatt - In l^wsr Lan^aatsr Valley; 3OO feet southwest of veil 7ai, Refersnoe point - t?p of eaBS.ipg lol feet abive groarwi surfsflsw, at eleratlcn l,573o5'+. II/U80 67(l«g); n/28/51, 87,35 5/1/53, 86,05 11/13/53, 91o7} '♦/20/5'+, 85-''. 8S/1E. 7^ - Jii.iB»>(i 0*la't% =• In lowwr Lan^asteiP '^s.iHisgi's I50 fsi-t toiathvfiat of Rimhc Samon? ncwf. Refer«no« point - t»p tT casing 1,3 tti% abn»'a er-KmS. swiTMS, at elrsation i, 578,02 feet, li/i6/-.0, 83,3; 31/26/51,, 66, 5» DBPTJS TO GROUND WATER AT i/iLLS IN HTDROGRAPHxC UNIT NO. 2 (Ispths to watar in ?•«■{■• mesiaursd from ref«rMio* point) (oontlnued) 8S/lE-7a2 - Barnes Ovlatt - In low«r lAneaatss* ValJ.fij'; 60 f ee^ nortb of Reuiona Ranch n.vjaej open caali. in white pump houses Ref«!i>«ns« point - top of easing 1/7 f**'^^ abc(v«> ground svirfao«, at elevation 1, 582.117 feet. V6A7, 59.55 5A/53;, at elevation 1,588.35 f««t, 2/5/51, 70.5; 3/7/51, 71.O; n/2B/5^> 6»t.3i! 5/1/53.. 62,0? H/13/53p (>oAi '♦/20/54, 59.8. 8SAE-8E1 - K. R. Wood - Near Hadeo; 2.35 miles north of Radeo (measured alwg Highway 7?); at windmill 550 feat vest of Highway- 79 ^"^3 U^O fi»et s'out'hiWAst oi hous«. Referenee point - tep of easing at ground starface. 5/5/53* 3^'^-, 11/3.3/53* ^9.15 ^/12/'^, 28. 1» 8S/1E-8K1 - Martin - Noase Radac; Oo3 oiii* south of Highway 79 (measured al^ng dirt road) from interseetlon 2.6 miles no^th of Radeo (measupecll along Highway 79); in stock pens I50 fe«t northwest of house. Reference poin-% - top of eaalng loO foo-fe abcvs gyoujiS surfaee, at elevation l^SOO feet (barometrie level). 2/16/51, 2it; 11/28/51, 2»t.3; 10/27/52, £3.95 5/5/53, 22,8. 8S/lE-12tsO. - Nea." Aguanga; 0.3 mile no^ihwest of Coaiiulla Road (aeasus-ed al@ng Wilson Valley Road) from interseet&on 3*1 miles noTth of Ag^^anga (a«>a8i:]i°<^ a'icsng Coahuila R^iad); open easing 5OO feet southwest of Wilson Vall«y Road aa V&iley; 1»C mile east of Highway 7? (measured alang dirt road) from interseotlon 1^3 mliee noR-ish pf Radec (meaauyed al^ng Highway 79^5 ^P*" easing on Stardust Ranoh 5!'0 feet north of maohtms sfitd. Rei'erenee point - top of oasing 0,8 foot above ground surface, fit 1,717.1+7 faet. 5,1*, ^'i's^t.', 11/16/5^* Sl.Ss 2/5/51, olc?; 3/7/51* 8lL,Ss 3/29/51, 82.2? 6/13/51, 82.7; 7/30/51, 83.O; 9yV5i, 83=25 10/1/51, 85c>*5 n/6/51, 83=7; lA/52, 81.2^ 1/1V52, 83.O5 2/5/52, 81.6; 3/12/52, 80.6; V15/52, 76,5; 5/15/52, 78.5; 6/lc/5:.„ 7?,0j 7/8/52, 78.6? 7/30/52, 79.8; 8/27/52, 78.5; 10/21/52, 76.35 1/16/53, 7^6; 2/27/53v 77=9; 3/27/53, 78,0? 5/1/53, 78.6; 7/3/53, 79.2; 8/6/53, 79.8; 9/1/53, 80.25 10/8/53, 8C.7; il/lS/53p 81,2.5 l/7/5't, 82,0j 2/5/51+, 82,0? V2/5'+, 82,45 V20/54, 82.3, 8S/IE-17A2 - i. 0, Tylep - In upper lAneastsy '^iCi\ Tylar - Ir. uppar Lanftc; and 210 feet eas-^ of fenes iiaa. Rsf erenee point - tep of easing 1.7 fest above graund suyl^aa^, at elevation 15660,99 fee'%, 11/16/50, 33,3; 3/29/51, 34,2; 5/7/51, 3'+.5; 6/13/51, 3^*06; 7/3-'5i. 3^*09; 7/3i/5ip 35«1; 9/^51!- 35»2; 10/1/51, 38,35 11/6/51, 35.85 1/3/52, 32 »6; 10/27/52, 36.1 J 5/1/53, 33o»:; n/i3/53p 3I0I5 4/20/54, 34.8, 8S/IE-17E2 - Cottonwood Sehoel - la upper Ij&noaster Val^ajr; 1,3 miles north of Radeo (measured along Highway 79); iB wood pvimp house '75 ^^"'^ nor'jheas'% of school, R«fsrenee point ~ top Of easing 1.2 feet above ground swfe^e. II/12/53, 29,5; 4/20/54, 29,7. 8S/IE-16BI - JajEes Ovlatt - In Uirwer Aianoaater Valluj"; Raaeh© Raaona; 400 feet southwest of foreman's house; opon easing 20 feat west of machiaa shop. Ref«ren«e point - top of oasing 4 feet above ground surface, at >sleva.^.ioa 1,530,13 f9®v.c 2,'26/51, 6O.6; VV51, 60.6j II/28/5I, 64^8? 2/5/52, 64.2; 3/12/52, 63o4; 4/15/52, 62,5; 5/13/52, 62.35 6/10/52, 62,8? 7/8/52, 63,§; 7/30/52, 64,2; 8/27/52, 64,95 loAl/52, 6^.o7; l/l6/53.» 64.1; 2/27/53, 64.05 3/27/53.0 64,0; 5/V'53, 64,5.? 7/3/53, 65.6; 8/6/53, 66,1? 9/1/53, 66.3; iO/F!/53, 66.65 n/13/53, 66.^5 1/6/54, 66.1; 2/5/54, 62.55 4/2/54, 63.4; 4/20/54, 63c4, 8S/IE-I8HI - In upper Lanoa^ifei' Vallierj 5OO feet soutiwsst of well 17E2; at windmill 50 feet southeast of house. Reference point - top of oasing Oo8 foot above gr«u/>d surfaoe, at elevation 1,657*61 feat. 11/28/51, 40.0; 11/12/53, 38,4; 4/20/54, 38.30 8S/l&»l8!!Cl - Joe Costelii« - Neaa> Radeo; G.87 ■il'i north of Radeo (meastired alnng Highway 79); ^'^ windmill 500 feet west o? Highwajf 1^ anJ. 100 feet east of house. Referenee point - \^f of ocnerete slab 0.2 foet above ground sarfaee, at elevation 1,754 feet, 9/39, 127 (leg); 11/30/50, 130.65 11/16/51, 15't.35 10/27/52, 145.8; 5/1/53, 132o3? II/12/53, 133.8; 4/20/54, 130,9. G-1+5 G-A.4 DEPTHS TO CROVW WATER AT WEliS IN HTDROiRAPHK ONIT MO. 2 {DtpVhn ■%« wa.ter isi f««'ti ueasurofi froia pafairenoe point) (aentlmjed) 8S/2E-5AI - In iowap Coaiiuila Vallsiyi Oo35 ""^l* eouith of well ^/2E-32Jl5 at windmill 30O feat west and 250 feet south of northeast ooifijer d Sqotion 5« Reference point - top of oasing 2,1 feet abo^e ground •urfaeso 5/6/53, 10.2; II/9/53, XI. 0. 8S/2E-5ai - Bisirty B. Jtaraell - In lower Coahuila Valley: O.5 mile noyth of Coahuila Road (measured along dirt roe.d) from intersection i><.65 miles north cf Aguonga. (meaauired along Ootihulla Road); 35 feet east of dipt road and I5 feet west of elevated t-aric Haar stock eori-al. Referenos point - top of casing 0,4 foot aboYe grcmd supfaee. 5/6/53, 13. 1; 11/9/53, 13-9= 8S/3E-2EI - CcaJ-aiila Indian Reservation - In Terv;illiger Valley; C.7 mila north and 0.8 mile west of interseetJLon of Ba5,l8y and Tor'Jilligar Roads; at jrindrnJli 5OO feet east of house; outside watershed. Ref9r®np of casing 2 feat above ground surfaoe, at elevation 3» 867 feet (barometric level). 12/6/50, 3^.J^5 1/31/51, ;*«5i 3/8/51? 37o8s V5/51p 35o5! 5/ii/5i. 3^'^-, 6/13/51, 38.3: 7/9/51, 36.-2; 7/31/51» 36.2s 9/6/51, 36.2; 10/3/51, 36. i; U/7/51, 36.0; U/15/51, 35-9^ 1/3/52, 3'+.25 2A/52, 35»0; 3A/52, 36.8; V1V52, 3^o5-; 5/13/52, 37^5? 6/10/52, 36,0; 7/8/52^ 3("^ -^ 7/^o /^2 , 33. 0; 8/25/52, 37,1+; lc/2:/52, 37-'+? 1/16/53, 35«3s 2/2:7/53, 35.5; 3/27/53, .35ol5 5/27/53* 35=9; 7/3/53. 36.3s 8/10/53, 36.8; 9/1/53, 37=5; 10/8/53.. 37.5; 11/23/53, 36. "+5 1/6/5^, 36.5; 2A/5'+.<. 36.5; Vl/5'*., 36.0, 8S/3E.2»'l - Coahuila Indian Reservation = In TupwilUgep Valley; at windmill 0.3 mile north and 300 feet wast of intarseetion of Ballsy and Terw.lllger Roads; owtslde watershed. Referenda point - top of easing 2,5 feet abo-ya ground s-wi-facs, at els-B-aiion 3,8^3 fset. 11/15/51^ 16. 5; II/I8/52, 15,2; II/23/53, 15.6; U/ZlMp 16.2. 6S/3E-8CI - Howard Bailey - In Durasno Valley; 3.7 miles west of intes'seotlon of Bailey and Terwllllgep Roads; at wlwdmill 300 fe®t west of house. Reference pt^int - top of casirig i..8 feet above ground surface, 11/18/5;?, ltoo5j 5/27/53* 16.3. 8S/3R.8a3 - Weods » In Dwasno Valley; O.65 mile couth of wull 801; 35 feet southweist of house and 30 feet west of veil 8a2„ Refwenee poiat = top of casing I.3 feet above ground s'irfaoe. 12/6/5O, 63. It; II/21/51, 66oi5; Jl/lS/52, 6i.5; 5/27/53, 62.I; II/23/53, 61,3; 5///5'*p 6I.6, 8S/iW-12Kl - James Oviatt - In lower Lanoasteip Valley; O.95 mile west off Ranohci Rnmona hou8«; open easing 300 feet south of Lancasteif Creoko Reference point - (a) hole In pump base C08 foot aboTe ground surface at elavaticn 1,51C„76 fc3t (1-1^9 tJwough 11/13/53); (b) top of casing 1 foot below g?'ound surface, at elevation 1,505.0 fast (l/6/5if to preseirt). 11/16/50, 3hAr 2/5/51, 3»t.5; 3/7/51? 32.2; UA/51* 33.6; 7/3/51* 35oie; 1/14/52, 37=5? 2/5/52, 36. l; V15/52, 37oO; 7/30/52, 37«9; 8/27/52, 36a: 1/16/53, ^2.5: 2/27/53* 39.8; 3/27/53, '-tOoCs 5/1/53- 39-6; 7/3/53, ^o.k; 8/6/53, '^.5; 9/1/53* '^c.ij 10/8/53* 41.55 11/13/53* ^-i-^i 1/6/5^, ^1^7; 2/5/54* 4lc9; 4/2/54, 4i„9; 4/20/54, 36c 80 G-1^5 DEPTHS to GRa'h© WATEP. AT WELLS JN HYBROGRAPHIC UNiT NO, 3 (Deoths to water In feet measopad tfiim psf er^ae* pjisrt) 8S/IE-19EI - Neap Radisej 0.6 mile east of Highway 71 and T«m«6ula Cparic orasei.ig; 100 font WMt of Highway 71 and 50 feat north of htRSiie, R«fer6noj> pilnt - tcp of ftaeing 2.7 fee* abue griund Aoirfai-jep at ele'6):i;».n 1,665 feet (barometrlo les-al). 11/15/50, 61,65 11/27/5^^ bk.^- li/7/52, 39„6j 5/I/53, ^8o^^ li/lO/53, iO,7, t/20/5V 36.7. S3/1E-19F1 - S, T. Andsraia - Neir Rade;>5 O.5 mile ¥8»t of Ra,di4) (iBeaaurei a^ng Hlghvay 7i)i 3^0 (3*t r ■ of highway and 50 fe^t northeast of hovt^e. Refeiren'Se point - top of oajlng 1,5 f*** abwe grjjid i- U/10/53, 7i.9! V20/54, 73.7. 6S/IE-I9P2 - C. V, Haggard <■ Near Rade«; 0.^5 mile w«st of Radeo (meaauir>6d along HtghMay 71); in houj>e with metal roof 200 feat north of blghw&je R-afereaae point - ground surfaosio About 12/l*8.o 67 (owney). 8S/IE-I9HI - 0„ L. Coffer - Radaof ut Jfindmill 16O f6»t noifth and 220 fe**. west of lnter*eotJon of Higin.aj/<< 71 and 79» Referenise point » top of easing 1.8 f»®t abojfe gyaynd eurfaoej, at elevation lp689o71 feeto 11/15/50, 39.6} 2/5/51, 35.5; 3/6/51, 25.9J '♦A/5lp '♦3.8s 5/7/5lp '*«6j 6/13/51.0 Ulo^j 7/3l/5ti. '+3o'*f 9/6/51, ifS.Oj lo/2/5ij i»^„6} U/b/5ip "tloOi i/3/52> ^o.2i 2/5/52, ito.Bi 3/n/5i, 'U.Oj Vi5/52, '^.25 5/13/52, '♦2.3t 6/10/52, k3k2i 7/8/52p '^•9? 1/i6/53p '♦^.j? 5/V53p '+3o9j 7/3/53p '*3.5; 8/6/53, '♦3.75 10/8/53, '♦3.18 11/10/53, ^l.9i 1/7/9*, '♦l.lp 2A/5i*, t8.95 V2/5'*, '♦3-35 '♦/20/5'f, 4l.2„ 6S/IE-19H2 - Lulu Millar = Radsoj at wmdmtll 100 tmt noa^th and 227 f«20KL - a. A. Spaaiol - Near Sadeog 0.35 mile eotxtheast of Rad«e (measured along Highway 79) and 250 feet north af Highway 79{ at windmill 200 f e»t northeast of houaa. Reference point - top of casing 1 foot above ground surfaoe. '♦/30/53o 53.25 II/12/53, 65.65 lt/20/5'+, 80.35 (.Simer reported drop in water l*»ol following earthquake In Mai»oh, 195^). 6S/1E-2'qH2 - a. A. Spaniel ~ Near R&d«@5 0.3 mile southeast of Radeo (aea«iured along Highway 79); at windmill 50 feet southwest of Highway 79, I25 fe«t south of h^iiiad. Reference p^lnt - top cf plank oO'Ver 0^33 f«>^t above ground surfaoe, at elevation 1,753.26 fecst, 4/30/53, 29,3; 11/12/53, 32.5; 4/20/5^, 30,8. 85/1&-20P1 - Nuar Radeo; 0.85 mile southeast of Radee (fflea8Ul^«d along Highway 79)5 at windmill In ocmyc-n >400 feet southwest of Highway 79 a«d 30 fe®t oast of telephone lins. Reference point - top of easing 1,5 feot above ground surfaoe. lt/30/53, 7.6$ II/12/53, 8.8} '»/20/54, 7.6. 8S/lE^20P2 - L. V. Hainan = Near Radiie; 0.8 mile southeast of RadM (measured along Highway 79) and 30 fe*t north of Highway 79» 50 feet west of driveway. Reference point - top of easing oc>ver 1 foot abvive ground surfaoe. 't/2/5lt,_27 (l«ig)5 '♦/21/5I1, 36.7. 8S/IE-27JI - P. Bergman - Near AgtaiMigaj 50 feet ntirth of well 27-^^2. Referenea point - hole in pump ba-ie 1,6 feet abwe ground surfaoe, at elemtlon 2,0l*0 feet. '♦/30/53, 16,25 "t/Zl/SU, 16. lo 6S/lE=27J2 - P. Bergman - Near Aguangaj 0.5 mile northeas* of Aguanga fn-om Interseotion of Highway 79 ^f^ Coahuila Road (measured altng Cjahuila Road) 5 at windmill 25 f«.>,t west of road and 100 feet north of bam. Referenoe point ■= top of casing at ground surfatje. 11/17/53, 12,0. DEPTHS TO GROUND WATER AT WEIiS IN HYDROCKAraiC UNIT NO, 3 (D»pth» to water In fe«t measured from rsferenQ* point) («j«nt3.naa9d) 8S/I&-27QI ~ !?. Beirgnwn - Aguangaj 200 feel; noirih of Highway 79 and I50 feet northwest of store. Reference pilnt - top of oMSng 0.8 foot abwe groyrad mspfaeej at elevation l((939-.8't feeto 4/30/53^ 6O.O5 11/17/53^ 60^0} V21/5'** 86o2, (drpp in water level may have been eaiwed by earthquake in Maroh, 195Uf ae* n^^^e on W9ll ?0M1). 8S/lt-2flBl - 0, HoJjoea - Near Aguanga; at windmill on hill 250 feet north of well 28B2o Reference point - hole In «.aslng 0o5 foot abwe gipswnd esjirfa^ej at elevation 2^020 fe®t, V29/53, 96o7{ 11/17/53j) 99'8j ^/n/^hp 99«6<. 83/1E~28B2 - Oo HdHjiiiM - Near Aguangaf O.9 mile nc»rth of Highway 7 9 (measuired along dirt road) from inter- im eot5.^iTi 0,89 mile west of Aguan^; open easing 2Q feet southeast of hou^ied Reference pqint - top of oa«iBg 2 fBtt below ground suirfaee. '♦/29/53» 71»1? llA7/53p 67™9j VzlM* 68»5o 6S/1E-29AI - P, B„ Tpvinnell - Near Aguangas Cl+S m.tle north of Highway 79 (ffisasuffed along dirt road) from Intes*- 89otion 2rl miles northwest of Aguanga (measured along Highway 79)? *^ windmill 100 feet north of house. R>ifer»noe point - top of easing 1„6 fa«t above gr®m»d siarifawep at elevation lp960 feet. V30/53» 68<.'+j V^0/5^p 68.5. 8s/lE.-?3Hl - Robert IL» Burchett - Sear Aguangaj 2,1 miles northwest of Aguanga (mea««jred along Highway 79)l 200 f"*** south of "Halfway Hoiase" Servlise Station. Refert above giPfund surface, at elevation lp872 fest (barometric level), II/16/50, 29„2{ 2/5/51, 32.5. 6S/iE-33Gl - D, B, Tmnnell- Near Agtaanga; 0,5 mile east of well 33FI, Reference peint - hole In pump base 1,5 feet above ground swface, at elevation 1,900 fest, V30/53, '♦7,2; 11/17/53, 1+8,6; I/6/5U, 56,8? 2A/5't, ^8,9? V^/S**, •*9.2j '♦/2l/5'», 50.3. 8S/1E~3^L1 - E, W, Deter - Near Aguangaj 0,75 "il* south of Highway 79 (measured along dlirt r(>ad) from Inters eijitl on at Aguasjgaj I50 feet southwesit of house. Reference point - top of casing 0.87 fw'rt above gr->u]r.d Burfaoep at elevation l£,95't,ll f«et. I2/7/50, 30,95 11/28/51, 31o9? IO/3I/52, 28,5? V29/53, 28,7; 11/17/53, 31."+? l/(>/5^s 32o7j 2/1+/51+, 33o5; V2/5^, 28,6; V2l/5't, 28,8, 8S/lK-3'+!..2 - E, Wo DiBteip - Near Aguaagaj 200 feet ujortheast of well Jl+Us Reference point - top of casing 1,3 fe«t ftbwe graund swfaoe, at ele-yatlcn 1,972 fe9t (barometric level), I2/7/5O, U2»7; II/28/5I, ¥+,3; I/V52, "+3.3? 2/5/52, «+l,65 3/^/52, 'JOol? V15/52, 32.16 gS/j.E ■3I+P.U - P. A, Payiis® = Near Aguangaj 1 adle douth of HA^hsray 7^ (■eaiswed along dirt road) from inter- neoilon at Aguiingar; unsdejp wood®n derrick 5OO fest moirthwest of h©use and 50 feat southwest of dirt road. RefereBfie point -^ h«i(l« in wuod ooToa" 0,5 tovi abf^we grrdiud siariTakSSp at elcTation 1,979.60 feet. 12/7/50, 7»+,55 11/28/51. 7»*.7s V29/53p 7^.3? 11/17/53, 7'*.'^? V2l/5^, 73»6. 8S/IE-36PI - P, Biiifgman °- Neair Aguangaj 2,3 miles southoast of Aguanga (moasursd algng Highway 79) '^txl 0,2 mile nor*h of Highway 79? »* windmill 0,15 »il« norfth of houje. Reference point - top of easing at gTJund 9urfa«i«, at elervaUon 2,560 feat. 4/29/53, *»2.0; H/i7/53p 58,8? '+/21/54, 58,9. 85/2E''3301 «■ JamM Oflatt - In Gulp Tall«y; at vlndisllio Raferenise point - 3 fe»t above ground surface, v'n/^, 77.9. 8S/lW»13Kl - G, L. Knojc - Near Badesj on Sunnybrook Ransh, at wlndmail 5OO feet northeast of house. Reference p'llnt - (a) top of casing 4,5 feo»t belw g??vMd surfaae, at elevation 1,577°9 teBt (12/1/50 through 5/1 /53)f (b) top of casing 1.0 foot abnwe grsu'ad surface, at ejevatlon :i,583o26 feet ('+/29/5'+). 12/1/50, 0.9; 11/27/51, '♦.0; 11/7/52, 8,9; 5/1/53, 4,2; ^M/^<\, 4,6, G-i4.7 DEPTHS TO GP.CTJIID MAT.^ AT V&WJS. XK i'YBROaA^.^'XS OIVIT MO. 2 of Highway 79 &nt ?«BOs-j;.a Crfl*!*:. il*S'«?'«3»f. actn'it - (a) 5.'ii> 0? parlag r..lO f-i^i^j «.br"fo v-or;'? S'.ir:r»o®., at slsiEiEi'f.lon ?.,535).37 fn^ii; (Vi./l'S/jO *h.Toi;gh i>A'/!50)! (o) n^^* i-* 'Ming 1«C7 fs*^; ajov ground *arfa«^, at a\ew*ior. ij53«;r3i^ fast *^A3A' to p;>3s«r>^).. ' ai/?.o/50, Sj.'^.n; 2/V?lc "^'Ss W51» ^^^•?J ^A/5'i> ^ '-2? 5/7/51p **0.3; 6/13/5'. 37c i; 7/30/51. 55.*? ';A.''5ii- 5*-.05 n/i/'^l, S^wb; 31/2/52, ^t?'?? 2/752, 5fto6: 3/12/52, 28c2; i+AV5-» 2;^'7; Vl?,''??? 2i*,6; 6/W^'^., i-iS; 7/3/52. 23.?? 7/30/52, .^2.0s :i/7/52, i^S.a-, 1/16/53, ^1.1; 2/^7/53, 37''6; 3/27^'5;V 36=5? 5/?-/53p 35»di iO/S/53i. 52<.9j H/lO/53, 5'*.3J l/?/^, 52.9- 2A/5'+, "+6.0; W5^", 31.0? V''-9/5'S ?1<-1« 6S/I«f-20K1 - B. S,- 4^ - M&ftf I'jacieijj 0.5 ail* iiow* of Hig^sPly 73 on Eripipi.rs Sos'iags Pu^lS.a Ga«p grou«dao Referenee poliaii «• to?3 of eojif.r-.ste ea'Jlng, at si.iWAticR 1,605 )r*«t {iiff OB«t?.'.e ■l»y«:.,)o li/26/51, 11. ?? 11/7/52, i>.e§ 5/5/53, iO 2f U/1-V52r i'*.'^ V'2?/5VS $»6. 8S/IW-25&2, - BePBorfi ApjieJ - i*!oas» .?»'s? V21/5^, 3.53^0^ 9S/l£-lB2 - H. Wal&eip - New A^jea^; .i-6 wiadaJll 35O iTos^i south o'' tf«.il Ml an£ IOC tmt fficu'ftSMeat o? house, Refes^jiiis® pt'Jals = -^.op oiT ©;jp1i%2 2 foeis afeor* ^'Siaast 8"Sf .?«««, a* »lOTa*len £,55^ feufeo W'^9/53» 98.0; ll/17/5:'v 38c'3; V21/5^, ?6«7. SS/lK-iai - A, .i^ Wap'd - Nfiw AguBBjSkS 20 ?«»* awffiiariwiat ^? well 3.&2o SsffciciBnee i;»«&b* - tep off aaelng W51, 25.3; 6/13/51.0 ^5-2? a/3/51, 27o?? JA/;;:^, 27c c.§ io/;-V51o h.6i ll/6/3'i, iJ.Oj a/V52, 27.2; 10/31/52, 25„l; V28/5J), 23«&? il/W53. 28o?5 4^'2J./3^, 22.go windmill 36O f«o*. SDutfe osr Hig2»fay 79 ■•ar.S 3OO *d«ffe asat o? !-»o:;j?«i. ?v9fopi!iv»e pcdnis = Itop of easinc 0.5 foot above Ki»our:i| 3fi, ^ladmiia 0,3 ails- eiis.t o? wall J.(Ja, ?.3f9P9na® point «■ tap of oaatsas 0,6 ?oot, abowa ®?3i;iiail auriTaiB^, at alsTOtian ;'.„-^:-39<.9l faefto ll/a7/50» ^rt^.O; lA9/55-i) 33o3; 3/7/51., 'fT.»9; ^i/VSi. jSc5; jA'/^l, 36^7; 6''-.t-'^Jl, Jfl.c; a/S/?:^ 39.5s ^/Vjl. '}2.5s io/V51» ^'^M 11/6/51, '*7-^5 iA/52j i^5^Cs -/5'?2o 38<:63 3/3/?2. i;^ «1? Via'^a, 29=75 5/l5/'f^s 29.25 6/10/52, 30.^5 7/8/52, 31.CJ 7/'iC>/52, 12.2? 6/25/520 ^o.5,s la.'ss/^l, 3;»;;5 V'l*/53p ^•coSs 2/*7,-53, 3!).'/? 3/^7.'53, 37«2j V28/53, ^-2.0', 7/3/«53, 3•^25 S/6/53, 59=28 9/Vj3p 'W.6; 33/8/53, ■«)ce? lX/iS/53» ^^'^i V6/5^p ivo.9; Vl/54, 3'*. 95 V2l/5^, 32.3= 9S/1E-1,2I)!1 - Ao Ao Ward = Nsar Jiguanga; O^y m2.l3 f^ou-'sh r,f wall X.i*.S.| opan casing -na n©i.»tli be.i*: of Taaeoula Crae*. Refersms® 'point- - •Sap of ttirusirts 3 ta¥i aboTf ©"©•(JJI'? starfM&s ap i/.Os 3/;/31» 16«3? 'v,A/51r 2.9.31 5/7/51s. '^'•^.l? 8/7/51, 27.7; 9/^/51, 25c8; 10/2/51, ;?6.03 lvV51p ^l-^s 3./3/52, l%Ot 1/15/52. l^.^'-s 10y'31/:^p f.?.9r. V28/53s 23.1; 11/18/53, 16,0; VSI/S*** 13olo 3S/2E-6i)l - Near i^Ayjga; 0,7 ,«?,le w©'"i'-,i o* Higfiwai- 79 (as'jiiSiiB'istJ felo'.ig (.'i.:-* ycswf,) t^«m li\%evseetton 3.5 Biles 8outh«&«t off Agaajiga (miiaantt'sd ajirjiag Hig;w':y 7?J S "S3»*ti oaslasg I50 ^^^^ ®*'S* ** '*i*^ iP9««4. Il/l8/53ji dry. 9S/2E-6il - W, R. Seott - Heaif AgsKji^i 0.^ mile ^ easing a<« layga ps'ftsswfs ta* i^JC ?« PjaE'direae© pain* = (a) hela in pump base 0o7 -f aot *bo^9 grc.-SQ f»jf?a««j, (-.% ^IvmiArtVi 'i,'*-?^ A foot 1V2'j/53 easS llAB/jSh (*>) *op of eaala* P-6. faois abs's-a gj-omt a-Ji'facej, at tlsvatlaa 2,»t7fc..'; *««« (V21.''$l»)= '^.''28/53, '^^.O; 11A8/53, 51"25 '*/'^l/5'+, 9S/2E-7D2 ■= A, Cluflatlne - Mnev Aguaaga.; JOO f ot't aoa^h oi woll 7S3.:> R»!?«p«ne« peant - (a) top of easing 2.2 faet abo-ya gFowad aarifea?;, at olavation Aph?.0 ?•«* (;.l/iC/?i3)5 (b) htla In pia? basa 2.2 fo«t abore groiaad supfaeoj, at eis^&tlca 2,>t60 :r».9to llA3/5?p jiAo^V; V^'v'!?'*.. 'fp.O, 9S/2E-8ai - Jaaaee Ovla,t1j - 2a OakgS'^vi ■(i'aiS.oyj 50 i'rat nui^tltewjBt o? rslj 8*J2; at windaiil.. R«f9P®!i©« poiat - top of oasiisg at g^wsnd SOT^ecs, et alo'S&tion 2,^55.22 foot. k/-Sk/f% iO.l; lVl8/53p 24.2; V22/5'*, 19.2. G-4B Dsprms TO aaouND water at ^ku& in hydrographic unit no» 3 (Ssiprftha to water in f99t iiifte\sur«(! ifroii re?«rsnce polafi) 5S/2K-3G2 - 'Jeaae Ovlat* - In OaSr^yaw* ?aU«y5 C? asil« a©g=tJke»«t jf. Hlgilway 7? (maasursd along dlr* road); C«9 nilo corthwes'i of r-engs:.' ata-ilon (maasijffiix?. Aiing Hlghjiay 7?) J »■* wlnciad.ll 5 f^'*^ '^s'* of concrete blonk ■fcanir.o Referencs pcialt - xo',i of !iBM),-}g 1,0 foot abuTs' groiand surfaee, at elaratlon 2,756.90 fe»t. 11/30/51, 21.3; 10/31/52:' ^2^4; hM/53; 2i*.3s j.1/i«/53, 23.'t; ^/22/^, 20,7. 9S/2£-??l - JafflJS 0-rle.tt - In Oskgrwe Vftlley; at windndll 0,5 «il« east of wall. 8ttl<. Referenos point - top o? casisjg 2o3 ?aet abcv6 grcuwd sur?<.vii«, a* 'Jlowa.tiun 2,829 f9«t (bairoiao-JrJ.o le->rel)o II/30/5I, 86.5; 10/31/52, 108. If k/2k/S3, 109j ll/l«/53> 87.^j; VSJ/S^j 81.9. 9S/2E-15FI - Jamas Owlatt - hi Oakgrove Valley^ l75 ""ii® southeast of well I5PI. Refeyeniso Bisil'.rt - *.op of fas.tsig ^ fae'c abo\r8 gi"os.md swfaae, at 6leTO.tlon 3,o4% fatt. V2't/53, 28.0; n/l8/53j. 26. li? V22/5'^, 2606- 9S/j:e. 161:1 = p. BfiS'3iB9M - In Oaisgi'ove Wfclleyg O.25 sal la west Mii BOO f'Sdit nopth of eantsr of oeetion 16 j open «asiiig, Rolfoneaee point - top of tsnalng as? f?ist abiwi5 ground sui*faoe, at elevs-tlon 2,790 feet (baroKotri® lo-yel). V30/55., »*?.0j 11/13/53, '*9»1| V22/5'*, '+9"3. 9S/2E=l6Pl ~ voaes Ovlott - In OsIrgroTa '/allsy; C>i5 "^l* morth of 2« ?5.:^, 5/i'*/';2, t?""*-; 6/10/52, 75.5; 7/V52, 75.6; 10/31/52p rf.Sj 1/^/53." 7»;'o2s 2/27,/53, 73.65 3/27/53, 73.5? V2V53.. 72.5; 7/3/53, 72»6| 8/6/53, 73.0; 9/1/55, 73.0s 9/29/53, 73.3.; llA'V53p 75.31 l/6/5»*, 73o?; 2/V!?*. 73.95 W5'*, 7'*.l5 V22/5^, 7'».3.. 9S/2K-I6GI - Eurffe-flan - In Oafcgr^j^e falleyj at tfindaill JOO f^et 'H^t of e^ater of ssetlom 16. Referenee poiat = tcp of easing lc3 fee-ft abc'S's grtjuad swrfsuse, at islevatlon 2,802 Jfent (barometpio level). 1/17/51., 75.5? 1/17/51, 75»?5 W5I., ?7»55 5/7/?lp 77.8; 8/17/5^, Ap?', 9/6/51.. 79=1? IO/2/5I, dry; lA/52, 77.?; IO./3I/52, djf'jrj VW53, 78050 9S/2E-17S:i " Btip^iaati - In Oafcgir'iwe FRlleyj 170 fset n©r(Jhcc8t cif Hlghsraj- 79; at wlndaill 50 faet aorth- saat of baipiiii oast of Iteligi-o'TO Cojfo; 20 foist sou'S'iwaet e-f vsll l7K*i. Rofep»n«o poistt - top of oasing i„7 tmt aQo^a gsroiascl s^»^faels, at ele'mti&n 2,732,^9 fast. V^3/53,, 16.1. 9S/2E.17K2 - £. Kattewjhr - Ivx f)olcgrc«?o VGlley; 200 ifoet north of Htg^waj- 79; at pysssure tank behind hoK£i9 Col (Oils aast cf CekgroTS Oafa. Re;r«ponise point = tow of (sssiffig Oo3 foot abciye grcomd 3urfa«e, at elevation 2,737.^7 ffjrio VS'V'Sj. l7o35 1V23/53J^ S.6.C;' 4/23/5**." 16.2. 93/28-1715:^ = Anna 3«(s"4^»sr. - In OaJfegrcrys Va?.!®;;"; 200 feet northwest of vail 17KI. Reference point - top of paoing 2,^ feat abo^e greund surface,, at elerc-uion 2,72'* faet, 3/IO/53, 12 (log); 11/23/53, 12. 7. 9S/2E-17HI - United States Fi^rostry Senfle© - la Oakgro-^s Valley; *t00 feet southwest of Highway 79, at !>.\;4P"TfB Sa-ngor St».ti.onr Refftr'onse paiint - top jf i»<>n«i)r«ts f?.oor 2 feet above gvound surface, at elevation 2,750 feet (barouatirie level). .11/16/50, 23.*,; II/30/5I, 25.65 IO/30/52, 23.'+; V2'+/53, 24.5; 11/18/53, 25.60 9S/2^20A1 =. Palntar, M^jAlyiae ani? Kni>s - In Oaltgfovs Vslloy; see location of veils plate. Reference point - top of oa/3ing lo77 f'''«'t "-'nova gipcuad awfuios, at elevation 2,772.37 feet. 4/26/53, 29. 1; '♦/23/53. 32.3; 1/23/54, 24.2. 9S/2S-20A2 - D. L. MartiE - It; Oakpa'-'T'e Veil©.?; 0„1 mile south of Highway 79 (Eseaswped along dirt road) froK interseotion 0.I9 siiie youthea.ot of (teicgrove Hanger' Station (nieasured along Highway 79)> 150 feet south of house. I\e.fi^reK9«> pois^t - top of casing 0.9 foot labovc: ground svufifape, at. elevation 2, 796.40 feet. 4/26/53, 45.0; 11/23/53, 5^ 5i 1./6/54, 52.5i '^■A/5'+. 5J-C.s 4/1/54, 48. 5 J V23/5't, '^5-6. 9S/2E.20A4 . Harry A. Chrlstroan - In Oaifc-^?ov9 Valle/; O.li: reile south of Highway 79 {meeisured along dirt road); fi'oK intsrs^ctton 0.J.8 aile southeast of Oekgrcvs Raager Station (neasmred along Highway 79)> 100 feet south of hcus%. Referenoe point - top or caning 2,5 feet above grotjnd surfaos, at elevation 2,76.: feet. 11/33/53, 49.GJ 4/23/54, 35-^^ 9S/2E-20EI - M, M. Lloyd - In Oa^t^pova Valley^ sea location of wells plate j at pressure tank 100 feet south of house. Reference point - tcp of oasing, at slovation 2,801 feet, li/25/53, 64; 4/23/«;4, 57.5. 7raok Trail) tv-t>l ox Clji salis e sn-tie*^/!^ off Oikgriyst Ra!i6*y i-ttfilJ^tij jpjn i^aaiiig JC fea'b soiitsweiii of 7rut>k ?ra.i.U Rei'sir-vsyis^, poliii - holvS I;*; stasiui^ ;i ifti-ssi a'bic^s g«»jsa>i «saiFS'ai^t«p at a^sj-ision 6/i:/5h 'vO.35 ll/3C.'5li, itS'^f 2/5/5-p 3^c8? 3/3/5'^ 3i»'>8 VWS?;. i:J-35 5/W5^s 30.:J« 9S/it-2201 - a. Tayloa* - In ObicgpOT'e "feiaa!j'§ 1,5 siilas i5'3«itJ»cKba-fe of (fefegri/VJ fong«f Station {me&sun-jtt aioiag Highway 7?) a«i 100 f««t smsrlitj bt Higteay 79? 20C fisfet scutthais-s of hc-usit« R*l'ar«n»)8 polat - ^dge of 2x7 Instiii- Pu»P suppoift a-e grauiad eia^rsuii&s at al^t^tiLca 2,3^0 f***. V^3/53* ^l-^s '♦/23/5'*> Jio^o 9S/2E-22JI = Jmus Oslat* - Im 0a4:g!(»(sw« VAllagf.; 0.35 ai^* scu'ttsast of wGll 22015 at Mflndm.«ll 3OO f e4t Sffia-ahi 01' HlgSstfay 75''- Refeifaasie paisst - top ■af ©ajisjg 2oO feat mbiwa gT's'-ad suiL'-ftusio at »levatl<.9o 9S/2E-23KI. - Darotl^y Peatery » SJaasf Oaiicgpund awt&vt), at elevation 3*153 fe*t.. 11/2^/53, 20„9; V22/54^ 16.5. 9S/2E-26K5 - E. C. S®ra«t(jn ~ In D«,)dgt Wilw^'s 500 f«i»t north and 200 fa*t w«6t of w*ll 26E1„ R*f«r«nia« point - hoi* in easing isomer O06 foistt eiome gipwaaid sjarfas.*. 11/2V53* l^-^i ^/^t/^, 10»7» 9S/2R-26i2 =. Bo Eo Ward - In Bjtdga ^ailliigcs 1».L>' Ma3.d aaatn ©if D#Jlgw fl'alley Cofsi (■»**i®'»i is-l.-wg HlgtiWiiS' 79) Bjsd 0.1 BlUii west of HlgJway 79° Refai^*/!!®* pa^nt - top ef ©aalaig Skt gs-isuBWl iwitat-©*, ftt ^lOTHt.l ^n 3,180 feat. ll/27/53> *«6.7; V22/5'*, ^t^oSo 9S/2E-27HI - C. W. aasd R. B. ftaw - In D.sx4ge Vailayj 0.5I mil® west of ilgjiway 79 (msasuifed 4,l'S«sg dirt road t« Paradise R&nslit); at preiiiieifi£><.65 8/6/53y 'tl.fi; 9/1/53j 39.85 •iM/^'i, 3%9$ n/:ik/^% H(»al', 1/6/f^, W.'+j 2A/y*s tOoS^; Myi/S^s 3?'.88 V2i/5Ho ;36<.»... 9S/2K-27JI - Po Co Mor!-fi3SS(y •=> In P*ig« Vaiaey; 0.6 Bdl* *'««t5 oir Rilgtway 79 (naaAwei al^^g dli^t a-'_A    wi««o RAfwf'jno'4 puSirt = ti«p of eaotng 0„8 foot ab:iB'* ground wirfa«e, at election ^!,li.^,k6 fu-ait. ll/tj/^'i,, *ry; lV-**/''51.o «I*S'« 9S/2IUi7Kl " Mieh&all asjd 01am 1i.<*tmi - In DiS 33.8; W^l.) 36„5r 5/5 /51> :*^5-0; b/l3/5l;. 35<.2. 8/7/51. 3i!^'<5 9/5/5lp 36.55 10/2/5lp 35»l5 W6/51» 37.215 i./'3/52p 35»85 1/15/52. .?6.95 li0/;i6/52,, 33o2|; V2i/53, 3^-5* 11/2V53, 33.85 k/n/^, 55.9. 9S/2E=27K3 - P. C. Morr-iaieiqr - In D»ig.s tiiisj-; 250 f«»t ai.jUTSia an/5:ip 3.!..i5 6/13/51.. 33^5i 8/;',5a> 36<.0r. 9/5/5:i» 38. 0; lo/i/51, 5-?.9p 11/6/51^ 33o95 i/3.'52, 37^*i; 10/:;8/52:, ::.o2, V22/53y 33^0; n/A/53, 33.2!; 4/22/51*, 33, 5„ 5S/2K-35JI - Willlaai R, Hartsjy - 3n »®ilge Vallisy; 3OO f*et wtt^ of Imts-f ei v*:*; out^ld-i W9^a^oh^.io R*- fer^nse point - pu^p ba* 1*0 tacfi, ^dkb^iva groiiin-i ans-tixM'JD li.'tt *.j.«TaKion 3ii290 tO'ti ;barod«t(l« lerel). 12/3/51, 28.1? 10/28/52p 33.5. 9S/2E-35J2 - ia^sUaBb fetatsdi - In Todge Hlh^i i^O feet sow :*.**-=it «.f Eaapy ettre ajnd 30 feat nsr-i^ea**^ of Highway 79. R«f trans* pi^ilnt - top of pit at j:if.>tia/;ie.?W - l,'l(vn VjUjJ f9©to %/JJ/53, '♦3°3L|! 11/9/55p '♦^-'♦s '»/23/5'*» '»3«6o wall es,.0B-15QI «■ Sc J, twrtiai - liB CMtatsIwia ^PnUsyj 0«^ bJIis gieuth oC'lJ^l 6»?,d 35O f«irt wast «f dip* Poafaoa, at. '.i«!fry»ti:.n »(.p370 fe**« V?3/53p 29,8? ll/9/53p S'Ao**? V23/53S 29o7<> tjK/tt..,15!Rl = So 'h iJwHJila - Jr. CMfcuasJiiM* ^.Ilctirs 150 f.*®fe «a«t »»£ 50 fast n*Ht:i of w®ll,a^R2j ««i*«ld« •(rtitershisvS.o R«f«wn®a pjitoi "» (a^ pi«imp b«i«isi 2(,5 fsst abraT® gro'Jin* suspfae®, at ele^&tien Hj391«5 f*®* (It/J3/53 wsJ 11/9/53)5 (b) -ftop aif ©aaiusg at gi?-oi«n«4 ®l®ag Shihiasimwi, fellfjy Ri»wil)? 1*50 fas* narlhweSt of heuse ouV sl'jla va-t-aiFSfe©'*, R®fep«u®«i poSai - pasop bas® 5;<>5 fei** ab.iw® girmund eurfaaeo 't/23/53* IT'S" '3P/3K-:;£Al =. ha/ Co Ja»kijr5»a - Xn CMhuo.'^a %.lJ,fiDys a* «l».^/»tn 6on faat naipth and 3.00 fast west of wall It'AJ^ R«»:ftiii"«nc.i'-i p'»at«* " too of pip* (Siflinpe 2 fast ab<}'«'a ground suss- fa© a , at eltfrotion k,276 fe«ftm ■9al3.«i'<; R'*4^ifj l^Q fis** soutil'wast of h«a*. R^^fisipanse point ■» top of oasing 0,o5 foist abe'S'8 gT'MTjd S'.wfa«'»«„ 9-'w« VfliJ.l.'f)y P..>i,t'i3,fl 8«srfv"S(«<. V-'^3/53p 10°5 (owiesp); 11/9/53, J-l»5 (cwiar). jS/3E^.>6K:1 „ j„ R, T,,?baa " In G)AhaimnA V&li®^?; 1„1 asilee ^aat snid 0»15 mile eauth of intersaation of Crtll-'usiw* ^slX'^y R»iii k^ZQb tm-^io V23/53p 36cl.j '♦/23/5'»9 27„U. 3iS/i)¥.17?u3l - '-.Ml^sr - In CMiLu»J.'.ua Vs•jlli5^l; 500 feat w«i?t and 200 feet south of Intersaotion of Chihuahua T^lJoy R-iAdi Rai IMWis '.a Oyufs Ti"u«ik Tral'lf 3.0 feet wast of housa» Ref«iran«ia point = top of easing G-51 DEPTSS TO GROOND WATER AT WKIS lH JfrTROGaAPHIC aNIT WO, k (Cepthe to wa-inr in f««'% BAasturdd from ref«r«noe polKf^) 8S/1W-6BI - Vail Conps-ny - In Psiiiba Valley; map looation only, aes looa-tlon of wills plftc„ a«fep«noe point - -top of pipe at gro'jnd s-ipfaca, at •lA-Ta'ii oii 1,2>3,0^ fe«';o Notss Meas'jrsiasnts from Vail Company reoorde, 12/30/2^, l}6=7s VlA7. 67ofc; l/35l,27, 73..6i ,?/8/27, 6Wc25 UA/.'?7, 58.6; V30/27, 56o2j 5/28/27, 55«1? 7/2/27,, 5;o5? 7/28/27, 56»5f 8.''27/27, 56a> IO/6/27, 60,6. 8S/2W-2J1 - Vail Company - Weaif TsBeoul&s nsap looaticm only., sse lcea1,ioti «*f wells pl^'te; test hol«. Refarenoe point - (h.) -cop of pip® at gpownd surfvoSj, at ale^ution IjSl+^.^S fset (1/7/2? through 1/20/27); (b) n.iv rsforenes point not dasei'lbaii Od foot £.b07« gro'uid surf«.e9, at olcvation l,2l+8!05 fast (2/3/27 to snd of fecos-d";: Not*; MsajjurarBeats from ?ail, Coopany rccorda., 1/7/27, 94,1; 1/20/27,95^8; 1/20/27, 101.6 (teiled mt), 2/3/27. io..:?! 3/9/27, Ml, 5; ^/5/^7, 101-5; 5/7/27, 101.6; 6A/27, ioi<6; 7A/27, 101.6.? 8/ W.7; 7/367^1, I'+.'^i 8/31A1, i'+.9s 9/27A1, 15^^5 lb/3i/m, ik.% ii/2?/'Ui, ii+,7; 1/1A2. lii.a; 1/28A2, 13.;7? 2/28A2, 13.5; 3/30A2, 13.3; V29A2, 13.^1 6/I6A2, 13 = :?; 7/20A2» i**.?* 6'/3iA2. l4o8; 9/3OA2, 15oO;10/29A2, 15=0; 1I/30A2, l5o2; 12/31A2, 15=3; 2/1A3. i'J.3i 2/27A3. l.?-**? 3/30A3, 12'8; V29A3i. 12=9) /5/31A3, 13.6; 6/15A3, 13=8; 7/31A3, l'-to2? S/3lA^, l't^5f. 9/3cA3f l^^'ti 10/30A3p l^t^o; .1I/30A3, 15. 9? ',12/30^3, 15«0; l/31/¥t, 15cl; 2/29/Ui^, li+.C; 3/3^^/^, l'*-0; V26A+, I'+^Oj 5/51/'-^^ 1^^--; ^/7/^i, l*t«-2;;7/51/^, l'*-6; 8/31/W+, I5o0; 9/27A4, 15.2.5 ll/30A^, I5"ii 12/30/44, 15.2; 1./31A5, 15.3-; 2/27,A5>i iji'?;. 3A31A5, ^'7? V16A5, i'to6; 6/31A5, I5^3s ?A2A5, 15-0: 10/25/45, i5'.7s n/26A5i- 15-8? 12/31A5, 15.7; 1/30A6, 15.65 2/27A6, 15.65 k/?h/>i6, 15.5s 5/i7/^!*^, l6'-<-'? 7/31A6. 16,6; 8/3oAt, 16.6; 9/30/46, 17: Q's 10/12/U6, 17.1; 11/30/46, 16.6; i2/3l/i<6, ■'A.Mi 1/31/^7, l6.^s 2,/28A7, 16.5? 3/;^, 2d.3j 9/30A3, 20.8; 10/30/1+8, 20.7; 11/20/48, 21.1; 12/31/48, 21, 0^ iMAs, 20.9; 2/28/U9, 20o95 3./30A9* 21,05 V30A9p 21.2; 5/3lA9, 21.5; 6/30A9, 21.2; 7/3OA9, 22.0; 8/3lA5, 22.2; 9/30A9, 22.4? 10/3aA9, 22.7; II/30A9, ^2^8; 12/31A9, 23.0? 1/31/50. 23,0; 2/27/50, 2:^.45 ^A/50, 25c *5; 5/3/50, 24.2j 6/1/50, 24.1? 7/1/50, 24.3r 8/I/50, 24„7; 9/1/50, 25.O; 16A/5O, 25.8; 11/13/50, 26.-4; Ai/l/50, 26 = 1; I/6/5I, 26.7; 2/1/51, 26.5; 3/V51p 27,1; 4/26/51, 27.9; 5/1/51, 27.6; 6/13/51, 28.2; 7/3/5-. 28.5; 3./1/51, 28.5; 3jA/51, l%^i 10/2/51, 25.3; 10/31/51, 29,9; 12/1/51, 29,7; 1/2/52. 29o4; Vi/52. 2?.l5 3/3/52, 2:>„3; 3/29/52, 28.S; 5/1/52, 29.O5 6/30/52, 30.2; 7/i/52, 30.I1 8/1/52, 32.2; 9/2/52, i3^0t 1V17/52, 33"^? 12/1/52., 3^07; 1/2/53, 32.0; 2/3/53, 32.5; 2/26/53, 33.0 (DWR); 3/2/53, 32.2; 4/17/53., 32c9f5/V53, 33c5? 7/13/53, 33.3; 8/1/53, 53.5^ 9.-V53, 39.3; 10/1/53, 29.4; 11/2/53, 27=85 H/20/53, 26.1 (DW); li/l/53, 29.4; 1/2/54. 29085 1/14/54, 31.2 (DWR); 2/1/54, 30.0; 3/1/5*+, 30.4; 3/30/54„ 29o9 (PWR); 4/1/5'+, 3^ = 1; 4/r3/5"-J, 30.6? 5/25/5'+, 31^2; 6/1/54, 30.6;- 7/10/54, 31.0; 8/31/54, 30,8; 9/30/54, 30^0; 10/30/5^. 30.5; il/3'V54, 3C'.J; 12/31/5'S 31.0; 1/31/55, 30.2; 2/12/55, 30.3? 3/5/55; 30,9. 8S/2W-11J2 - Vail Companr - In Paubs Vftll«y; 1,000 fa«rt sou-itheast of well llJl; open casing. Reference point - top of casing at gi»ound sws°?s!*9. at aleratlon 1.182.32 f«ist. Notn: Mee«ur«m«nts from Vail Company records, tarnept, as iadieats«J. 7/2V25a 17o5, 9/3.''25, 19.1; 10/2./25, 19.3? 12A/25, 16. 8; 1/2/26, 16.7: 1/29/26, 17.2; 2/27/26, la.Js 3/31/26, 19.^? 4/30/26, 17.65 6/2/260 18.25 6/30/26, 1$.3; 7/28/26, 18.7; 9/2/26, l8o9; 9/30/26, 19.-O; 11/1/26, 18.5; 11/^9/26, 16.9? 1/2/37, 16.4? 2/2/27, I6i5;' 3/3/27, 14.5; 4A/27, 13^8; 4/30/27, 14.6; 5/28/S7, 15=7; 7A'/27, 16. 2; 7/30/27, 16.7; 9/3/27, i7.r; X)/8/27, 17.*+; 4/8/48, 19.3; 4/29A8, 19.4; 5/20/43, 1?.5; 1/3/53, 31.7; 2/3/53, 31.5; 3/2/53, 32.0.; 4/1/53, 32.4; 5/1/53, 32.6; 11/20/53, dry (DWR); l/l4/54, dry (DXR); 4/23/5!,^, dx-y (DWR)„ 8S/2W-11J4 - Vail Company - In Pawba Valley; 50 feet east of well IWl. Rafareno* point - ground surface. 5/40, 12,4 (log), 8S/2W-11L1 - Vail Company - In aatba Vallej"; 0.3 mile northwesi of Hl^<««i.y 71 and Teaeowla Creek «roselng (measured along Hi^iway 71): 20 feat nosrthwsat of ln-fters«©tlon of Highway 71 «ad dls'* road extension of Hi^sway 71, Reference point - tep of easing 1 fo«>t abo^e gr«md au^faee, at ele-witl on 1,163 f««t. Note: Measuremeats from Vail Compai^ rese^ds. 7/23/52, 25.3s 9/2/52. 28.8? n/l3/52, 27.2; 12/1/52, 26.4; 1/2/53, 25.7; 2/9/53, 26.2; 3/2/53, 26c2; 4/17/53, 26,9; 7/21/53, 27.65 3/5/53. 27.65 9/1/53, 25,4; 10/1/53, 25,75 11/2/53, 23=2; 12A./53. 24.6; 1/2/54, 25.U; 2/1/54, 26,0; 3/20/5*^, 24.8? 4/1/54, 24.1; 5/31/54, 24.9; 6/15/54. 24.7; 7/17/5'^, 24=3; 8/31/5'+, 24,63 9/50/54, 24.8; 10/30/54, 25.3; 11/30/54, 23.6; 12/18/54, 230 58 1/31/55, 23.6; 2/12/55, 23„85 3/5/55, 24,3. G~52 BEP^jS Jf J ■■iA\rjSx' WA7ER AT WifcS iW iftTiROORAPHir; UNIT Wo ^ 8S/SW-12F1 - Tedl CaBpe!.i3r - In Paaba TTaaissr; smp Ipi5a41<.« only, 8«« Jneatlcn or wsllo pi'.&ts., Ref«reno« pofn-t - top of pip« at gro'Jiid eiirffa**, at eji.«v«.tf.on l,201o'46 fsuto >!«it«ss Meaieurenisisste fpons Vail C!wipa»iy raeordsc 3/6/^-7, ll^o?; 'JA/27, 3'><.8; SA'A?, 11^,65 6A/27, 15»S; 7A/27, l5o25 8/6/27, 17o0o 9/io/27, j.7a£$ lo,/6/27r l3o3» 8S/2W-12H1 - Veil ^oaipeMiy - In Pejibo. VftU'sys lol* lailf.a mortfe^a-**, of vsll llLl, at windBoJ,!! 0,25 mils sowtn.east of I'esw'yelro Rafwrsnio® polo*. - tor of slot, in eon«ik"ote fiaaitig lo/.2 fast abovs groiind sufffaesp a.t slsTation JL;,2l6.22 iTowt. Nete; Hea3M»°»ti!i»srt.s fifoa VbII Compasjy rsftords, aa:c«p4 as indioatod. 8/5/:Op 3o<>j 9''c;/?C„ it.8s 10/12/20, 6cOs 11/26/20, 7 A :sA^/20, S.l; 1/2/^1, 8.6; 2/20/21, 9.1*? 10/22/21, UoS? 3/6/2-\ flowing; 5/28/22, nw^ii-ig, 8/6/2:', 2„2s .9/3/-2, 2.3| ll/iU/2 2, Kk', %/2o/?.% %<); 2/19,''i3j, 0„?| 3/21/23, OoCj 3/W23.0 ^lowlagj 5/9/23, fla»?sngf 6/5/23, 1.2s 7/12/23.. i«9; 8A/^3» -0^5 5/23/A, 6c*.H n/6/2'-4, ?c7; 12/7/2'+, 10,5; I/15/25. W.^? 2/?A5» llc8; V'12/25j i2o5; i|/9/2'-:, 12.51 5/1/25, 12.5; f/^O/ac;, l?oe;; 7/^/25, 12^7: 8/5/25j 13oIti 9/;V^5, i3^6; 10/1/25, i!4,2; Il/b/25, l't.9: 12/3/25, ;^5=T'S 1/2/2!?, 15«3: 2/l6/2b, l6.3; 3/1/26, >ii-2s V2/26, ig.?5 V12/26, 10.8; 5/i5/26,'6;.9s ^/26/2«;, 6o7J 6/30/26. 7oO| 8/6/;>6, 7065 5t/2/26, ?o5; 10/7/26, 5c5f 11/1/26, lo»ij; 12/6/26, ll.'ij 1/2/27, 12„J.? 2/11/27V l^o?; 3/3/^7f 3oOj V^A?, Oe-?; V.30/27.« flowingj 5/28A6, nowiagj 6A/27, Oc?; 7/2/2^f 'ir'Ss 8/b/27, J.dj 9/W^7, ^^-3; 10/ll/27» 5c'^S 10/12/?;7 to 6/£3Al, §e« plate of "Fiuetwa- tloK of Watsp ?^3val3 at Ssloct?d Wftlla''j 6/'50Al, O.I45 ?/3lAl, CoS; 8/30Al» 1«7; 9/3''Al^ 2.35 IO/3I/-H, 3«C»J :i/3«Al,> loj; 12/=?Al, Uo't; I/31A2.. 0.3j 2/2S/42, OoS; 3/3lA2<, 0.2; V30A2, CoSj 5/30/it2, 0.65 6/'HO/**2, loJi 7/UA2, 1.?? 3/3iA2, 2.7^ 9/?oA2, 3.6; J0/3lA2p ^.'*? U/30A2, 5»7s 12/3J.A2. ifoS? I/21A3, 6c^.? 2/27A3, f>c5? 3/31A3," 0»3f 'V30/P, 0.35 5/31A3, O.l*; 6/30A3, lo5? 7/31A3, 2."§ 8/?lA3« 3»?-5 V30A3<. -30^; lC/30/i*3p 5o1f, n/30/^% 5.S5 l:V30/>i3.. 6.1; l/31/'+'t, 6.5; 2/25/A, 2.6? 3/31/^', 0,3; U/28,-'»<'+j 0„i*; 5/3l/lf%, Oc?; b/30/l.!^V I.?; 7/3i/^^, l+.O; 8/31/M*, It.Z; 9/3O/V*, 5.3; io/3J/'^l>, 6,3s il/;W/i«it, 6.7; 12/30/*, 6.?; 1/3J.A5. 7o25 S/28A5. 6'3i; 3/5i/-t5, l.i>; VSoASj i«75 5/31A5, ^-^1 6/30A5. 5oJ.B ?/3S./!'5j "^o'^? .V3lA5y ^o7t, 9/23A5, 5»6j 10/30A5s. 6-9? n/30A5, 7<.'t; 12/3lA5^ 6.5; 1/30/*.'*, 7.A'i 2/l/'t6> cAi 3AM, 6.«5 'i/V-ii^ S085 S/i/^p 3.9b 6/1/5*6,, 5.I; 6/1/^. 6.6; V^Z-i^, 7e3; io/i/'S«;, 9.3; n/?A^, ?,6; 12/iM, ^=7; 3,/iA7, w.i; 2/iA7, i.i»?5 3/iA7» 10,6; k/kj. lo.?; 5A7, iioi; 6A7« 12.6; yA7, i%k, ?A7p i'-:--^? 9A?p i'»'>5; if'.-^'?.. 15^;''J il/^7., 16. 1; 12A7, 17<0; 1A8, I.7c3; 2A8, 13.68 3/"Wp 19.0; 'vAS, !?-*♦; ^^/W, l?.?; 6/V8, -^O.g; 7/^-» ^Oc?; 8A8., 21.8; SiM, 21.7; lO/'iS, 22.t}| IIA8, 2.?.S); »'.A9? ^5o35 bA'Js Ko>, 7/'-J9, 27.7s 6A9, 26.7; 9/'*% 2V''^h 1£/V5J. '*^»-; l/l/52» ^^^'^^ 2/V52, "+^'7* 3/3/52.. '♦5--2; Vl/52, '>^l,7t~ 5/1/52, 'Ao7s 6/2/52, *l-5o7; 7A/52, ^.;i; WV5^f ^5»55 9/2/52, "^-S-^; 10/1/52, ^6.1$ II/I/52, U6.7; l5./l/52p '^^-l;; 1/2/53, ^-'8; 2/3/53p '^M 2/26/53<. 'i**.? .'DWH); 3A/53, ''^.l; Vl/53, '^o',; 5/1/53, '+6.. 3; 5/i5/53p '^^-S (DWR); 6/1^3. 5*6.2; 7/l/53p '*3.6; 3/1/53, *flc3r 9/1/53, '^S.O; IO/I/55, '♦--2; U/2/53, 't;i:.l; 11/20/53, 'w.o (:»i); 12/1/53, *f2.2| 1/2/5^, it?.0; i/.-.V5'-*p ^-^'5 (dwpO? 2/2/54, 43.3; 3/1/5'+. '+3.5; 3/31/5^, Vit.O; Vl/5^p ^?.c? IDtr?.}; !+/23''5'*;. 'f^'l {■^>'S); 5/^-/5'+. '♦'*o5? 5^9/54, '»4o6; 6/26/5'-+, M+.3; 1/rJy^, ''>^='-; 5/2'3/5J^>, 1^.5; 3/25/5-% '+'-'08; lC/3C-/5i+, I45.O; 11/27/5!+, 1*5.2; 12/30/5^+, '+5.3; l/3l/55» '<5.3; 2/12/55, ^.l^; 3/5/55. '+5«3. 8S/2W.12H.2 - Yall Cot-jpaoy - Its ?aub?- 7&ll«>y; 50 feet salt or wall 12K1,. Referonc* point - top of oaslng 5.1 feet above groimd a^l7•f3«?, Rt ol^vs/tisn 1,217.02 Tsat. Wcse; Maas-jraaf-nto from V&il Cotpatiy rocorde. e/9/2C, 13v3; 9/6/20. I'^.l; 10/12/20, i^^cO; 11/26/20, I6.C; 12/16/20, iG.-^r, l/z/'O., l6,9; 3/20/21, I'/.B; 10/22/21, djTi 3/6/22, 8.-'+; 5/28/22, 6o2; 8/6/22, iO.6; 9/3/22, llc6; 11/3.V22. :3o6; 1/20/23, 13.U; 2/19/23p '-O-Jj 3/16/23, 9^1; V7/25p 9.5* 5/3/23, 9.'-.; 6/3/23,. 10.5; 7/12/^3.. llo7,- 8A/23, 12.2; 9/23/2^, dry; il/l9/2^, dj"/; 11/26/2^+, drjr: lZ/fi/:ik, is-/; 1/15/25. 1^6; 2/6/25, Ip.Ss 3/12/35. 20.3; V>/25» 20.6; 5/1/25, 20,3; 6/10/':5, £3.0; 6/15/25, ^rr, 7/7/25, jrfe joitlwjisv. ol" ^**3113;*o P6irw.»'wv»» polnrt - top of easing Oo6 f^^ot iibc/o ^-..''fjun.i !?«>>■?«) :, vt .?. STTt tj .-.•i r.,J:77 ffaMo Nr.ij«i; Msanvjis^vi* truu Vail CoopAjw rsttOfdB, aa:6»;rt -a 'Ini-'frv.^-i-i, t/K 'l^, 2^.; .'.leg' j C.'^^lg I't.Cj 6/':C/41p ji/.ij 7/31AI, 16. 2j 8/30,An, 15-6; 9/30/Ui. i(.sc9f KV3iAl, >>5f 11 '.'?'^l, i't-'*' i/:-./^2, "i^.Oj \.'27M; i:,^; 2/28A2, 10.8j 3/30/4?, 11.3; V^^^''^:, lOo"-; io/3'iA-p s6.3i 11/'>J,»*^ J6o"f ..1'3:/4J, i;'c55 2/1A3, 13.75 2/27A3, 11.7; 3''3lA3, 10^7 5 »i/2-iA3, 10,6; 3/2'«.^3^ l6o3j 9/5oA3j, 16^05 10/18/43, 16.»<; II/30A3, l^oUj i2,''3oA3, ii,=C; VjI'-'^s. l'^<.?f ?/^9/V,-, I^.-; 3/::5/"S^, 12.5; V^3/+4„ 15.5j 5/16AH, 13.8; jAoM, la.Oj io/ir/H-'+, i.S.O; i:i/jo/--v, 17.5; :i/3oA-»^'y i"-"*! 1/25A55 ''7.7; 2/26A5, 17.65 3/50A5, i3c8; U/17A5, 1;.^? 8.';^vA5v 16. 5; 9/J9A5„ 19.0; 10/Z3A5,, 17«9j nA6A5p 18.4; 12/31A5, 17.'$s 'i/30M, ir.ftf 2 aiA'^p l'7o6; 4/2V^p 16. S5 6/aV-w, 180^4; 11/30/*^, 19.8? 11/31/hS, 19.6; I/31A7, l/.S; i'/zbA;.. ir-.3; Vi\/=i?, ."c.O; V:joA7p ~lo6r 5/19A7, ^^.S.? b/3oA7, 23.2; 10/17A7» i5<.l5 l/Sl/^^B, 27.0; 'i/i.'lA8. i6,':!i 3/3"--A6» -^6.6'; 'v/:i7.'-'8, 2bo3; 5/i"*/'*6, ;:8.5r 7/31/+8, 26.1; 8/31A8, 2?,3| 9/16/48^, iOA; ICA3A8, ::3.05 i2/3iA8>, 2?o5; X/31A9- i9.3; ?A8A9i. 29.'*! 3/30A9» 30.O; itA8A9, 30o7; 5/31A9, 1%3; 6/;toA9, 3:..9; 7/30A9., -^A; 8/3lA9p 33.6? 9/30A9, 3^.6; 10/31A9, 35.1; 11A0A9, 33.65 12/31A95 3**^.'.; 2/1/50, 3^.^- '2/75/50, 35-5? V^/SO, 35.8; 5A/50, 36.9; 6/1/50, 36.2; 7'V50p 'i.W; 8/'^l/50» 39.-ii 8/30/50, 38.?; loA/50, '♦0,8; 11/16/50, 39.8; 12/1/50, 39.5; i/i.?/5i, 1*0.5; 2/1 ''51* ^O'-'t 3.''i/5l» "^i,:;; V23/51, 'ti.7; 5/1/51. U2.1+; 6/9/51, ^3'6j 6/27/51, '♦-.5; 7/51/5I5 '**»-9; 9/lO/7i, H^,,'); lC/5/?l, •^.7? II/I/5S., ^3.7; 12/1/51, I45.lt; 1/2/52, ^.'4; 2A/52, ^,it 3/3/52, ^'7f Vl/5''. ^-'5' 5/2/52, "+5.95 6/IO/52, lt7„05 7/1/52, 1*7.55 8/1/52, 1*7.6; 9/2/52, »*7c5i 11/18/52.0 >*PA; 12/1/52. 5*i:;.-8; 1/^/53.. '*7.9; 2/3/53, %.95 2/26/53, 1*8.3 (DWR); 3./V53, '♦8.3; Vl3/?.3, '+9.::? 5/l/33p ^6.3; 6/o/^3:. ^^oi; 7Al.'53;. ^7.0; 8/3/53, '♦6.6; 9A/53.. ^^^^i lo/i/53„ 43.55 W^/'ih ^-.7; 11/20/53, ViSc-^^ C'jvm); l^/J/sj, 43. J; 1/13/5^*, 'i^.?; l/lit/5^, '»5--'» (iw3f r'./:j/5'^, >*i(o7r, 3/:"iO/5i», it5'-8; 'tA/V^, •^S.a? 5/-5/5''» ''^'!>.95 6A/5'*, "t?.'-; Vi>i/5t<> Vr.Vs Vi/5-v.. ^5.'^; 9/3'V5'»» '*6..'; lo/j^O/y^, i*s:.3i' •a./?o/5U, i,5o7; n/i'^'/j'+p "♦S."*; 1/3/55P 46.2; 1/31/55. »*5.3: I'la/SJ, '*5.»^5 )/5/5>p 't^.'^. 8S/2H-I5CI - Vail Comp^fly - In Pauba Vall-sy; 0. ^ milt) n ortfefasi o," v^sll 15^; «*t6ji/1sii woll 30O teil northwest of filgjjw&.y 71. Rutaeatm'i pniiit ° (a.) pr-i^MV^ g*.):.& i'noS.SoS.j W,.5oPo '*;^9.'5 l/l9/26s, -6.2; 3/18/26, -6,1; Vl9/i6», - 7.9; 30/l,.'/:'', -IC, '; '../iVt/'r-v -"i iDWR%' 8S/2W-l«iUl - Vkil CoiLiifjnj ~ Xn ?ciub::. HAlllcw; 0^9 iiil''.e a.i.rK^.9.ujt oiT _.-:-t5WSU*t.l;.n of .'S'lgtoiy 71 *a>2 roa.i to ifeinah hea.di^uejrt'siw; ^0 friic;','; ■4-ii:ib oi !f i fj;'>vw.j- ''5U fttoj;'«i'«'',o» pol'.ii..: - \».} top of sising at 1,093 feet (5/15/53 only); (b; Wot i'apkV};«.i„ «(■-■<■■; W^juS"Ji."«K>-intt«i ft'ovt 'J.»il Cv.apai\5- ^faoM-tl*,, fxotpt n» ladlciatad. 5/l5/55s 2o3. lOWR) J^A/'j'., 6.1; 3.'':".75.?.. 5ciS? Vl/l/'j.h. 3.6; lV:?/53, 3»'^? i:-A/53y 5.3; 2/I/5I+, 6; 3/20/514, 8? Vl/5'":; 6; 6/22/=,!+, .^.:.:. 8S/2W-16A1 - Vf.il Company " ":ii «iab& mllt^:^ pii'viit - (> ; p'-*fs.,bvV« giTVJii.! H-,WL''ac'*j, ft eloNS-atli^n l„':.01.t f-'isrS (1/114/514 only.). fUc'tti; MefejsuyiJii.'jxA;* ffruin '«%f.l C-wtpiriiy ^>*'JOl^c!^•y ^xtiii/r. si IsidicatAd. Mi'Via-ii'-JOi'TiIss represent prssaiat^ heada in ffl.'k abi.>v'»< the '■'■ii;^^/--.n'r-it of well ll^Kj li'Sjs.'Slajri Weill 600 f*«t • oufeheasit of Highwajt- 7I, Usrsrsn'o* wi'mt - 'a) pr'--.'.i«'j.''* gss*- >3 .^^e.i''; ab^'■s'e ground acrfavs* •^■t »levat!on 1,.&87»80 Si\&^; (h) pi^e.ssu^» gigi^ l -'ou'^i *bo'»'ii g-."i-njijc; ')nxx't»»ii^, at )l«u-*lon l.,C'7S'<.C fast (l/A/S** only). Note: Mao.sup'sniio!!** j?,;--©* Vail Coitipony rflctaiivint., wt:ci«r>-!J e* .IndleRtei. MsswiU'!^ «!®a*# reppeaen* pnassuifft Ijaad* in ti^fi h.bw(* vt-fv^ar^'o^ p<:il.ri. l/'ifl./ib,, -^j^? 3/16/'!6, -I'^xs vV19/2b. -16.9; 10/11/27, -9.3; I/1V54. -8 (DWil). 8S/i¥-l7Fl - Vnll Ocsapany - Isi Pauba Vi«.n«^ii unp loontlon on.!:^. a«vs lu««iUon of w*li,« pla.-*iv. fiy*!f»>'oa-)» point - top of pip« a.t eTi''>'->-"., lt3 lt«)r 1 ''^"5/''-7.» 35'93 1/27/27, 36.3; 1/27/27, 59.7 >bUAjfi ou-^l; ::/Iv"7p -■'vA; -:/18/:.7p :'6c8; ir'-X''^^ yic'/t 3.'18/-:7s 3'i.5; V23.'27, 31.6; 5''2l/27. 31.9; 6/?7/'?"', ^•^.'s; 7./'^A'/y 33-1^? 3/3'V27, v;.*;? 9/1.V27. .■'■^- " 10 / « 8S/2W-I7GI - Vail Coup&ny - Iii ?e.vii»a Vn-ilr,, 5 C^U .»lli ioi-t(«Vifp -li.**; .i,'1a/5'4, -': i'»WR>. G-54 DKPTHS TO GROUND WATBl AT VELLS IN HYDROORAPHK UNIT NO. »♦ (0«ptha to v&ter In feat measured froa ref«r«n«e poS.nt) (continued) 8S/2V°17H1 - Vail Coapany - In Pauba Vallegr; 0.8 nlle southwest of Intersection of Highway 71 and road to ranoh headquarters; artesian veil 5OO feet northwest of Highway 71 a.t north end of reservoir^ Referenoe point - pressure ga^e 2 feet above ground surfaee, at elevation 1>052 feet. Measurement represents pressure head In feet above referenoe point. 5/l5/53» -7t W^^/^> flowlngj k/zj/^k, flovlng. 8S/2tf-l7ai - Vail Coapanjr - In Pauba Valley; nap location only; see looatlon of wells plate. Reference point - top of easing I.60 feet above ground surfaoe, at elevation 1,0^^1.30 feet. Note: Measurements from Vail Company records. 8/I6/25, JA; 9/3/25, 8.0; IO/I/25, 6.0; II/6/25, 6.7; 12A/25, 6.1? 1/2/26, 6.5; 2/5/26, 6.0; 3/5/26, 6.4; 3/31/26, 6.5; 5/15/26, 6,3; 6/IO/26, 6.7; 7/8/26, 7.7; 8/13/26, 8.U; 9/7/26, 8.5; 10/7/26, 7-^: n/i, 6.8; 12/7/26, 6.2; 1/2/27, 6.1; 2/10/27, 6.0; 3/8/27, 7.5; V9/27,8.2 '♦/30/27, 8.3; 6A/27, 8.65 7/2/27, 9-2; 7/30/27, 9-3; 9/3/27, 9-6; 10/1/27, 9.2. 8S/2W-16H1 - Vail Company - In Pauba, Valley; map location only; see looatlon of veils plate. Referenoe point - top of pipe at ground surface, at elevation 1,028. 2H feet. Note: Measurements from Vail Company records. 1/19/27, ^ (log); 1/20/27, 3O.8; 3/8/27, 31-5; ^NV, 31.'*; '+/30/27, 31.'*. 8S/2W-18N1 - Vail Company - In Pauba Valley; map location onlv; see looatlon of wells plate. Referenoe point - top of pipe at ground surface, at elevation 1,023. 8^- feet. Note: Measurements from Vail Company records. l/lV27, ^5 (log); '+A/27, 44.U; k/^Ct/Zy , U^.j'. 8S/2W-18N2 - Vail Company - In Pauba Valley; map location only; see looatlon of wells plate. Reference point - top of pipe at ground surfaoe, at elevation 988. 11 feat. 3/16/27, 7.O; 4^/27, 8.2; 4/30/27, 9.2. 8S/ZW-I8RI - Vail Company - In Pauba Valley; map looatlon only; see location of walls plate. Reference point - top of pipe at ground surface, at elevation 1,029.88 feet. 2/24/27, 19.4; 3/29/27, 19. 6; 4/30/27, 19.8. 8S/2W-19JI - Little Temeoula School District - In Wolf Valley; map ],ocation only; see location of wells plate. Reference point - top of oaslng 0.8 feet above ground surfaoe, at elevation 1,032.91 feet. Note: Measurements from Vail Qompany records. 5/17/2I, 24.2 (log'); I/2I/25, 23.7; 2/2/25, 23.9; 2/28/25, 23.6; 3/26/25, 23.5; 5/3/25, 23.6; 5/29/25, 23.3; 7/2/25, 26.2; 7/30/25, 24.4; 9/3/25, 24.5; 10/1/25, 24.4; 10/31/25, 24.0; I2A/25, 24.0; 1/2/26, 24.2; I/29/26, 24-5; 3/5/26, 24.5; 3/3l/26, 24.7; 4/30/26, 24.8; 5/30/26, 24.3; 6/30/26, 24.6; 7/28/26, 24.8; 9/2/26, 24.9; 9/29/26, 24.5; I1/1/26, 24.8; 12/7/26, 24.7; 1/2/27, 24.7; 2A/27, 24.9; 2/24/27, 23.8; 3/28/27, 24.2; 5/3/27, 24.3; 6/21/27, 24.5; 7/8/27, 24.6; 7/28/27, 24,7; 8/26/2/, 24.6; 9/26/27, 24.2. 8S/2W-20B1 - Vail Company - In Pauba Valley; 0./ mile northeast of Pala-Tsmeoula Road (measured along dirt road) from Intersection 0.8 mila southeast of interseotlon of Highway 79 ^nd Pala - Temeoula Road (measured along Pala - Temeoula Road); at base of oliff in pit containing three wells. Referenoe point - top of casing, at elevation l,04o feet, 3/3/53, 8.50; 5/15/53, 9,64 (pumping), 8S/2W-20B2 - Vail Company - In Pauba Valley; 2 feet southerly of well 20B1, Referenoe point - top of oaslng, at elevation l,C|4o feet. 4/17/19, flowing (log); 5/15/53, 9.56; 4/23/54, 6.76, 8S/2W-20B3 - Vail Company - In Pauba Valley; 4 feet southerly of well 20B1. Reference point - top of oaslng, at elevation 1,040 feet, 3/3/53, 8«1; 5/15/53, 9,32, 8S/2W-20B4 - Vail Company - In Pauba Valley; 60 feet southeast of well 20B1. Referenoe point - top of casing 0.5 foot above ground surface, at elevation 1,042 feet, 4/23/54, 9.8. 8S/2W-20C1 - Vail Company - In Pauba Valley; 600 feet southwest of well 20B1. Reference point - top of casing 0.5 foot above ground surfaoe, at elevation 1,032 feet. II/20/53, 8.5; 1/4/54, 12 (log); 4/23/54, 8.8, 8S/2W-20C2 - Vail Company - In Pauba Valley; I50 feet southeast of well 20C1. Referenoe point - top of oaslng 2 feet above ground surfaoe, at elevation 1,032 feet, 11/20/53, 9.8. 8S/2W-20E1 - Vail Company - In Wolf Valley} 0,3 mile southuast of wall 20C1; 200 feet northwest and 150 feet northeast of intersection of ranch roads. Referenob point - top of oaslng 0,82 foot above ground surface, at elevation 1,027,82 feet. Notes Measurements from Vail Company records, except as Indioated. 12/23/24, 11.4; I/8/25, 11.0; i/2l/2S, 11.6; 2/9/25, il.C; 3/26/25, 16. 9; 5/V25p 11.6; 7/11/25, 10.8; 6/12/25, 12.1; 9/11/25, 12.2; IO/2I/25, U.8; 11/28/25, 11.8; I2/27/25, 12.0; 2/5/26, 12.4; 2/27/26, 13.6; 3/31/26, 12.4; 4/30/26, 11,9; 5/30/26, 12,5; 6/30/26, l4.0; 7/28/26, 13.I; 9/9/26, 13,9; 10/8/26, 13,1; 11/1/26, 13,0; 12/22/26, 13.0; 2/H/27, 13.I; 3/9/27, 11.8; V6/27, 12.3; 5/1/27, 12.5; 6/21/27, 12.7; 7/23/2/, 12,9; 8/26/2/, Ho-); 9/26/2/, 12,7; 6/2/4l„ 8. J; 6/30/1)1, 9.5; 7/31A1, 13. 1; 8/31A1, 10.1; 9/30A1, 9.6; lo/3l/'4l, 8.4; 11/29^1, 9-9: 1/1/42, 8.1* 1/31/42, 9.9; 2/28^2, 9.ij 3/27/42, 8.2; 4/29A2, 8.5; 5/29A2, 9.I; 6/29/42, 6,4; 7/31A2, 13.8; 6/3lA'^ io.4; 9/30A2, 12.1; IO/31A2, 8,8; II/30A2, 9.I; 12/3iA2. 8.7i 2/lA?, 7-8; 2/27A3, 8,0; 3/31/ •;!- 8.0: 3/30/M.), DKPTh.'; TO GftOUND WATER AT WELLS IN HifDROGFlAPHIC! ONr? NO, K I'Oeptli* to v&tai* in t ^ni.n^i''^ 8S/2W-20B1 (eonttnu*d) - 't/30/43, 8cO; 5/3lA3» 3.1; 6/30A3:. H.ij 7/3lA3p 13»0( 8/31A3 9/30A3, 10.1; IO/30A3, 6.5? n/30A3r 8,4; 12/30/I+3. 6.1.f l/3i/'W,o 6>^i 2/^5/44. 7,7; . 8.2; V28A4, 6.^t, 5/3lA4» 8.6; 6/30/W, %6; 7/Ww, t<.9- 8/31M, 8.9; 9/3oM, 8.9; 10/3l/»44, 8.2; n/30/M, 8.8; 12/30M, 9.0; i,.3iA5, 9=^5 i/-7M, 9.2; 3/3iA5» 9.1; V30A5. 9-^i 5/31A5, 9.6; 6/30A5, 5'»7; 7/31A5. 9o3; 8/.;lA5» %9i 9./3lA5y 10.I5 iO/JoASp lo.lj II/30A5, 10.0; I2/3I/U5, 9,7; 1/3C/h6, 3.0.1; 2/27 Ato» lO.i; 3/30A^, 10,2; ii/jOA^, 10.35 5/3lA^, 10c5; 6/29A6, 10.7; 7/?9/^. 1C.5; 8/3i/'^f il»f' 9/30,^. lOc?; i0/3iA6, 10.6; 11/30A6, 10.5: 12/3:,^, 10.6; l/3:.A7p 10.7; 2/23A7. ii.O; 3,'%M, io,7; V3oA7c .il.O; 5/31A7, ll.'^s 6/30A7, 11.8; 7/31A7, 10.6? e/26A7.., 10. l; V30A7, 4,9; 10/3?A7, 5.I5 I1/29A7, 8.8; l/3lA8j 7.3; 2/28-'48, l4.3; 3/3iA8, 13<7; '+/30A8p 13.4; 5/24A8, 13-5? 5/31A8, 5.8; 6/28A8, 5.O5 7/26A8p 5.3? S/31,'48, 9,0-, 9/30A8, 5«3; 10/30A9n 6.J; 11/30A8, 6.2; 12/31A8, 5.1? l/3'A9p 5.'^; 2/2SA9, 5.4; 3/31A9., 6.0; 4/30A3, 6,7; 5/3lA9p 5.0; 6/30A9, 6.1; 7/30A9» 6,2; 8/3;.A9, 6.5; 9/30A9, 5.'^; lo/3iA9, b^O} 11/28A5, 6.35 lV3oA9p 10.4; 12/3iA9f 1C=V; -/31/50, 10,4; 2/2b/50, 10,6? 3/31/50, i*^6; 4/2^/50, 3,5: 5/31/50.. 15.3? 6/30/50, 15.25 7/3l.'5C', I5.*'^s 8/3'V50, 17.3» 9/30/50, 15.'-; 10/3l/'50, l^cft 11/30/50, 15.3; 12/30/50, 15,8; 1/24/51^ 16.6 JEWH); 2A'>8/51, 15.5- 3/6/51. l4«6 '.EWft!'; ■i/"''l/5l> i-5-3t 4A/51> 15.7 (DWR); 4/30/51, 15.O' 5/7/5i» 15." <^^)t 5/3V51* 15.?; 7/3/51, 16,0 (hwr)} 7/10/51, 16.0 (DWR)5 8/31/51, 16,0-, 9/29'51, 16,2; 10/31/51, Ifc.ij ll/'^^bl, I'o" (DWR); il/ 30/51, 16,H; 12/29/51, 16.4; 1/2/52, I5.C (DWR); l/'3V5i:, 15.9s 2/i')/5-'-y 15»5j 3/31/52, l4o8s 4/30/52, 15,45 5/31/52* 16.3; 6/30/52, 14<5: 7/3/5.;% 15-r 7/5,/52, o.Of, V30/52, 6,6; O/30/52, 7.9; 9/30/52, 7.2; 10/31/52, 7.7; 11/29/52, 7,6; 12/30/52., 6,4: V31/53, 7.i; 2/26,53, t,.<) (DWR); 3/30/53, 7.2; 4/30/53, 5.8; 5/15/53, 6.6 (DTO)f 6/30/53, 6.4; 7/31/53., 5^7? 9/3/53j, 7.C (DWH)! 9/30/53, 5.1j 10/6/53, 5,8 (DWR); nA/53, 7.2 (DWRi; lV'30/53, 7,9; 1^/31/55:. 7^8; 1/30/5'^, 5^0; ?/i7/54, 5»8; 3/20/54, 6.7; 4/1/54, 6.2 (DWR); 4/24/54, -.0 (rwR/? 5/V54, 7^lt 5/3V54, 4,7; 6/30/54, 6.2; 7/31/54, 5^0; 8/31/54, 6„0; 9/?0/'54, 6.7? 10/3C/54, 7.35 11/30/54, ie,48 12/31/54, iCS? 1/31/55* 11.1; 2/28/55, 11.3, 3/31/55, 11.6. 8S/2W-20L1 - Vail Comp&ny - Jr. Wclf Va.llhy; 8OO i!\vsvj no/'thoa^t of Pala-Tonnsoalt Road and 1,2 aillta aoutheast of In-seMt'tition a!" Higtiwa.y 71 e^itl Pa"iri^"«nniiaul4 Roe.i; ir. fl«ld at old vin:Jmill frams; open ba.sing eiw«j>fid by baxwal. Rv 30.4s 4/30A2, 3'.'',5s 5/30A2, 31,4; 6/30A2, 30,9; 7/21A2, 33.2; 8/3lA^, i!'^»6; 9/30/42, ^^tf-; 10/31A2, 31,^5 II/30A2, 31.4; li/3lA2, 31.2, 2/1A3, 30.0s 2/27A3, 30.3; .3/31A3, .30.45 4/3oA3, 30,4; 5/3:iA3, 30.5? 6/30A3, 33olt 7/2oA3p 32.3; 8/31A3, 32,0? 9/30A3p 32.3; 10/30/43, fl^o-, 1I/30A3, 30.8; 12/30A3. 30,4; .\/3i/'4i*, 30A5 2/29A4, 29.9; 3/31/44, 30.6; 4/26Aii, 31c8s 5/3l/4^, 3I.O; 6/22/44, 3^.3? 7/29./44, 31.05 8/31/44, 31,0; 9/28/44, 31.1s 10/26A4, 30,8; 12/2A4, 3''.8; U/n.M, 3I.O5 1/24/51, 33.6 (DWR)5 11A/53p 39.8 (DWR)? 4/23/54, 38.3 (ift(R)o 8S/2W-21G1 - Vail Company - Naar Pauta Vallurj-; map Ideation only,, rtiJ6 lofjation of vmllit plat» = Reference point = top of pip* at ground siiyfu^a, a.x eleimTion :.„'.''-99.57 i^39it. Not'?; IteasiarnniWJ'^s from Vail Compaiiy r-aoorfe. l/9/-7p 52, J; 2/2/i7, fc2o:;- 1/iyvj^ b:Ui^}, 4/6/;>7, 6o,8; 5/1/27, 60,3; 6A/27, 60.5; 7/2/?7p 6C06S 7/30/37, 61,3; 8/30,'27, 6-:..'i?, 9/-l.9/27p 62.6. 8S/2W-22L1 = E, S. Gapdnesr - Soat>->*&»« of lP>J.^oa VallEiys 2,05 nilea n,-irth»rl7 of .-jiurf ao id icoe^ (msaaured aleug dirt rcaiJ) from intavswfe-tdoa 0,J. mii.l« wfltt of San 'Sfcbs'i.sl ; P»ah*r.ga. lndll»n R«- eeiwatlon ) Chiareti; at win'Mill 300 fe*t n«>yth at dii"* s=ofi.d., ftsf ;>-^jn«j.s jjotiw - t^p ^t aasln^ C,^ foot abwe gra-jnd sopfaee, at aiw^ftloa 1,190 fs**, 3/53, l'-)3,9i; 5^0/53., 951,95 li./20/53, %>(>% 4/23/54, 96,2, 8S/2W-26N1 - Peohanga iCMdlan Rd»*i-9atio!; - •'^n Peo>ii.ngs Indian R«»sor!Uti'jii; 0,9 mils eaat of Sdn Gabriel Churvih; at windmill 50 foot wesfc of ivaci, R«far*riae pi»li"A ." t«/p 'if eaunag 2.5 fi»'« above gr4.;') i^j'um inssLV.i.utl'in Cinii'.'iii wast lnl5 - t'iip of oaairig 1 foe's itbcv* gr-aund f: and 0,3 aiils norT-heaa-^^ of Pa/.i.- Tlsil•^^•,J2^. Ri*ci; In 5laap of %co-^. in opon field. Riiferiynofc pidri^; - .'^^l* 11. 4»ai»lng ofl\j'>? i'..3 f**t SAX'se gr.'xiiriji ifjii-ra-^s.-^ a-s jlevatlon 1,130,31 fci4*. Not*:. Mha3Xiif*iaiTO-J,« ffom Va:'.l CMip&nj raaoiriio, ixoipt a* ?.nj 8-26/26, 87.1J 9/29/26, 07,3? 11/1/:?*, 87.5? 12/7/26, 67«75 l/10/;!7, 86.05 ^SJ^i 83..^; 3/11/-?, 86,2; G-5 c G-56 DEPTHS TO GROUND WATER AT VELUS IN HYDROGRAPHIC m^T NO, 4 (D«Fth0 ^o vii.t«ir In tat meavurtid frost rtfsrime* pcilbt) (esnItlKUtd) 8S/2W.28C1 (ecBtiw.?*) - W/6/27p 67.52 5/9/^7, 86.6; 6/aV27p 85c 95 7/28/2?, 85.5? 8/J6/270 85.25 9/26/27, 85,05 12A0/36, 97.95 12/23/39, 70065 '}n5M> Ji'i; WnM« 71.H; 12/5A2, 71.6; 1/2A3, 71.81 3/11A3, 72,0; 3/30/1(3, 7I.8{ 5/26A3, 71.'+; 7/2/^3. 71.'+; 8/3/^3^ 7lo^; 8/31/43, 7i.'»5 10/6A3, 71.5s ll/ioA3. 71,5; l2/23,.'>*3, 71.2; z/s.'Uk-, 72.0j 5/^3/t^, 72.8s 7/ii/w, 73.^; 7/26/Ui», 73,3; 8/ll/UU, 73.3; 8/31/W, 73«65 ^AbMf y^'if 10''26/M.>, r'r.oi U/iAv'ij, yk.k', l2/il/4J+, 711.65 6/nA8, 880I5 8/25A8, 89.25 9/21/48, 69.7? 10/^6/^, 9C.2S 11/23AC1,'' 90,7; l2/3oA8, 9i.5; 2/8A9, 91.8; 3/llA9p 92.3; V7A9, 92.7; 5/l8A9» 93.it5 6/28A''p 9'4.0; 8/loA% 9^.6? 9/:^8A9p 95.3; li/2A9.o 95.3; 12/29A9» 96.5; 1/31/50, 96.9? 2/28/50, 97.2; 3/30/50, 97.6; V28/50., 97.fi; 6/9/50, 98.2; 7/21/50, 95.7; 8/29/50, 99.1; 9/29/50, 99.3? 10/31/50, 99,6; 11/29/50, 99.9; 12/30/50, 100.1; 1/31/51,' lOOA; i/28/51p 100o6f 3/31/51* 100,85 4/30/51, lOia; 5/31/51, 101,3; 6/29/51, iou5r 7/31/51, iOi-6; 8/30/51, 101.7; 9/28/51, 101.9? 10/31/51, I02,l; 11/30/51, 102.'t; lA/52, 102.6; 1/31/52, lOr.B? 2/29/52, IO3.O; H/l/5i, 103,1; 5/1/5?, 103.2; 5/29/52, 103.0; 6/30/52, 102.7; 7/30/52, 102.4; 'j/3/52, 102.1; 9/30/52, 102.0; 10/31/52, 101.7; 12/6/62, 101.1*; 12/30/52, 101.25 l/31/53o 10I.05 3/5/53p 100.7; "4/2/53, 100.6; 4/28/53, 100.5; 6/2/53, 100.2} 7/2/53, 99.9; 7/31/53, 8S/2W-28KI = Vail Company - 'n Wolf V&lloty, map looatinr only, se« loeatlon of w«ll» plato. Rafersno* point - top of pipe fct gifound euifffaoe, at elsjwa-tlon 1,154,37 feet. Hotss Meaauifsaneniis) rifom Vail Company raoords. 2/2/27, 76.6; 3/9/27, 93.9; W6/i7, 90,6? 4/25/27, 89.3; 5/1/27p 89.3. 8S/2W-28M1 - E, S. Gftpdnup - In Wolf Valley; 0.1 mile southwset of Pala-Temeoula Road (meaaursd along dirt r«"a«t. 5/27/53p '+.»J; 11/20/53, 6.S; U/2-i/^„ 7.0. 8S/2W-29PI - Pijchanga Indian Rasern'atlon = On Peohanga I;id1,an Reservation; map location only, eae looation of wails plate; open oas-ing, Referernee point - ground surfaots, at elevation 1,092 f*et. 1/29/40, 24 (loe). 8S/2W=.29G1 - Pechanga Indian Rasarvation - tXi Pflchan^a Jndlan Riiuez-vatlon; 2.0 miles aoutheast of intep- seetion of Hig!iway 7I «»nd Pais-'i'enieoulA Road and C,l mlXe r-outiiweBt cf Pala"Teineoula Road; at vindmlll nbar vater tHnfcc ReJorenoa •pof.nt - (a) dsscvlptJon not rsported 1.28 feflt above ground surface, at 6AWation 1,0?-, 08 feat (l7,A8/24 through 6/30/i'6)j (t) fleoiiciptlon not j-^poirtsd 1.52 fast abwe ground aurfaws, a+. fild-yatioR \o(j^?.,3'1 fe^vt {'/7:,':&/26 thr^tugh 9/.i";/:;6); (0) top of oaaing 1.15 feet abo's-o gi«ound 8Uffa.«a, at elevation 1,091.95 feet (10/8/26 to preiifen*;. Nct«: Msasur^aiainta f?'om Vaii Company raoorde, exosct a^ ■ lniil«satad. l/26/':!5, 38.. Jf, 2A8/':^5v v9 5: 3/'';0/i5, 39.4; V^S/'Sp '^OcO; 5A'9/25, '40.25 6/24/25^ 4lc65 7/'2V25, '^i.'i; b-'ifi/.S, 4.--.C,: 9/26/^5, 4:i,7; j.0/23/25, iv2.i; n/2ti/23, 4:. 4; 12/27/25, 42.6; V'23A6, K-'i.Q; 2A7A6, ^3.0; }/i^/26, kj.i; lv/2:V>6. lvi..S; 5/l5/2b, 4l,0; 6/17/26, 4lo6: 7/8/26, 4i;.8; e/l3/s6, 1^1.?,; 9/9A'6, mJoS; iO/8/26, 4c.,8; 11/1/26. 41..0; 12/22/26, 41.4, I/26/27, U1.6; 2/1 9/27, 40.0; 3/28/27, i^-Ai 5/1/-7, 31,9; 6/2i/i:7, 29.7s ■/v'28A'*7p ^9'"r, 8/16/27, 29.6; 9/26/26, 29=6; 1/29/51, 49.3 (DWR): 3/7/51, '+9c5 \!)VP.): 4A/51. 49.6 fDra)- ^/7/^jl. 5(''.- (DWR); 6/l3/51» 5<^>'0 'OWPJ; 7/3/5^-, 50.1 iPWR), 7/3'.)/5i, 53>.>^ ^DWP.}5 9/i'5i>56A (dwr".? iO/i.''5l, 50^6 (dwr)?. ia/5/51, 49.6 ^dwr); 1/2/52, 47.3 (DWR). 2/4/5v;, 50.5 (DWR)5 •|/l/5.\. 4S6 (DWR;; '4/2^/^ty '48.0 .'DWR)? 5/13/52, 45.2 IDWR;; 6/10/52, 1<1('.7 (DWR.)s 7'^/5'i;, 42,.l (LWR); 7/3*./'';i, '♦lo" (DWR)r. 6/-?'v/5!t', 40.4 (DWRJs lC/2J./5£p 39.0 (DWR); 1/16/53, 38.V (DWP.Js 2/27/53, 3f).2 (DWiih 3A7'/53, 36.1 (WR); 10.6. 8S/2W-31D1 - Co Lo Orabtre* - Near Rainbow; 25O f .^•t njrthwost of w*ll 3_D2. R«fBreno» point - top of easing O.^ foot abofo ground ewfaoe, at eleratisn ip20I<.85 feet. 11/1 3/52, IJ.Ij 2/IO/53, 12.2; 3/6/53, 12.2; I+/7/53. 12.3; V22/53, 12.6; V20/5H, 5^0. 8S/2W-3ID2 - 0. Lo Crabtr«e - Near' Rainbow; 0.3 mile northaeist of Intepaeotlon of Rainbow Canyon Road and Highway 395 *nd 25O fe*t west of Rainboru Canyon Road; 100 feet wesx and 90 feet south of house. Referenoe point •= top of planlc cover O.5 foot above gr-ound eurfaoe^ at elevation 1,200.36 fe»t. 6/27/52, 7.3> V22/53, 11^8. 8S/2W-3IEI - 0. L. Cpabtrea = Near Rainbow; 0.I3 mile narth of Intarsaction of Highway 395 and Rainbow Canyon Road and 100 feet ee*t of Highway 395^ Refer«ncie pjlnt - top of oonorete oaslng 1.6 feet abovo ground surfaee, at elevatlcin 1„185..98 feet. 2/10/53,, flowing; 3/6/53p I'^i V7/529 lo5; V22/S3, 1»5; 7/9/53, 3.3; 8/6/53, 3»6; 9/8/53, ^oO; 11/1V53, '+«35 l/7/5'

    8. 8S/3W-3IMI = Charles Sawday - North of Pallbyook; ae« location of wells plate; I50 feet northwest of house. Reference point = top of casing 4 feet above ground surface, at elevation 680 feet. II/13/52, 30O7; 2/10/53, 15«6; 3/6/53, Ho6| 4/7/53, 10„5; 5/5/53p 10o2| 7/8/53, 19»lii 9/3/53, 14.8; 11/6/53, 13»0; 2 A/54, 9.9o 8S/3W-32NI - Gavilon Development Compare = North of Pallbrook; see location of wells plate; 1,000 feet upstream from King Ranch buildings, and 25 feet east of dirt road. Refsr^noe point - top of casing 1<.7 feet above ground surface. 12^/53, 9 (.tumw); 12/II/53, 9.2; 12/17/^3, 8o9; 3/11/54, 8o2; 4/19/54, 6o4. 8S/3Vf-32N2 - Gavllan DeveloFnen'i Compajxj- = North of Pallbrook; 30 feet northeast of well 32N1<, Reference point - top of casing 2 fest above ground sorfaceo 12/11/53, 8; 3/lV54, 7-9; 4/19/54, 6.9. 8S/3W-32N3 - Gavllan Development Compsny - North ct Pallbrook: 120 feet northwest of well 32N2. Reference point - (a) top of oaslng u.',' iO0^, ci 'ove i^round surface (3/11/54; (b) hole i- casint; 0.3 foot above ground surface (4A9/5'0. 3/11/54, 5.1; 4/19/54, 4,8. 8S/3W-36HI - North of Rainbow; 4 oUie south of Flpist Street ^measisrbd along Highway 395) and I70 feet weet of old Highway 395; 40 feet south of AvXv&uttj, Rsfsriti©® point - top of wood cover 1.6 feet above ground surface, at elevation ij,173.79 STatt. 4/22/53^ 3.2. 8S/3W-36JI - V, D, Simpfon - North of RiinboW} 3OO fe^t south of well 36HI0 Roferenoo point - top of casing 0.8 foot above ground surfacci, at elevation l,l68i.55 fsct. 4/22/53, ^oZ. 8S/3*'-36J2 - J. M. M&Kathnie - North of Ralnbcw; O.I5 mile south of well 36H1, 100 ftet south of house.. Referenoe point - top of caslrig 2.I5 fest above ground surfaoei, at elevation 1,165.12 feet. 4/22/53, 7.5; 11/10/53, 14.7; 4/20/54, 3.9. 8S/3W-36J3 - J. H, MclUthnie - North of Rainbow; 100 feet south of well 3t>J2. Referenoe point - top of oaslng 1.85 feet abova ground surfaort, at elevation I,,l64.17 feet.. 4/22/53, 6^8; 7/9/53, lOcO; 11/10/53, 13.8; 4/20/54, 3.9» 8S/3W-36J4 ~ D, B. Chamness - Reference point ■■ top of oaslng 1.8 foot above ground surface, at elevation 1.157.36 feet. 4/22/53, 3o7; 7/9/53, 6.0: H/iO/53, 8.6; 4/20/54, 2o6, "North of Rainbow; 65O feet south of veil 36J3; 25 feet soutfrea'st' of house. '"^ 8S/3W-36R2 - Mrs. Jc R. Beck - North of Ramb.^u; 66O faet soutn of well 36J4; in pump house,, Referenoe point - top of concrete floors 8/28/5^, 10 (.Metrwpo:.;-ian Watnr D,t8tr!<,t;? 7/IV53., 9.7. 6S/3W-36R3 - Mrs. J. R. Beck - North of Rainbow; I50 fe«,t ^.est of well 36R2; 50 feet east of house. Re- ference point - top of concrete floor. 7/l4/53» '+»6( G-6C OEFTBS TO GROUND WATER AT WELLS IN HtlDROGRAPHIC UNIT NO. 5 (D«ptha to water in t»6t m«a«uir«d from r«fer»no« point) (eontimaed) 6S/UV-20A1 ~ R„ ?o Maihcira ~ North of Oe Lus; ee« looatlon of wells plate; 60 fe«t southeast of dirt roods and 90 feat weetepSy trfM gatvo Reference point " tap of wood eoTor 3 feet abore ground lurfaoe, at elevation 56O feet. 6/W^p k.k. 6S/UW-20A2 - Ro Fo Mathews - North of De Latj I30 fe*t northeast of w«ll 20AI5 50 fe«t northeast of gate and 10 fedt southeast of roado R«fer«nee psiint = top of casing 1 foot above ground surfaoOp at eleva- tion 560 feeto fi/lS/S"*, 3o8o 8S/UV-20B1 - Anna Doerrep - North of Oi liixi ^^^ loeati>»n of wells plate; 100 feet west of house. Referenee p©ant = east oomsr of wood frame l.J f««t above grwand aiurfaoo, at elevation 58O feet. 6/18/5^, l4«2. 8S/UW-i:0Ll - Kinney - North of D* Lnasj see location of walls plate; 60 feat westerly of road, and k^ feet northeast of house. Refersnoe pgdnt - tup of fflonorate pit 2„5 feet above ground snurfaoop at elevation •♦90 feet» 6/18/54, 5.7. 8S/UW-20P1 ■» Shaver = North of De Lus; see location of wells plate; 100 feet northeast of De Uiz Creek and Uq feet southeast from drlTaway. Rsferanee point = top of ooncrete pit 1 foot above ground surface; at ele-satlon 490 fe«t. 6/l8/54p 8.3» 8S/4W-2g!da - John Parftftr - Northeast of De I*a$5 sea loeation of wells platej I50 feet southeast of De Lu« Road. RefUB^ano* point = top of wood oov«r at ground suuffaeap at elevation 565 feet, 6/l8/54p 12olo 8S/UW-28LI - Mrs. HarrJa -> Northsast of Da Lus; ses location of walls plate; 80 feet north of well 28L2o R«f'»r9n®« pesint - top of w®od support 1 foot above groisad surfaeep at elevation 460 feet. 6/18/54, l2o2„ 8S/4W=26M1 - Nartheast of De Lui; 8«« location of wells plata; I60 feet east of house and 30 feet south of road. Referenea point - top of ooherete pit at ground surface, at elevation 455 foot. 6/l6/54j, 20.7<> 8S/4W-29J1 - Ro Ho Blaaeker =■ Northeast of De Luz; see location rf wslls plate; at windmill 1.4 mile north- easterly fram D® Luz Post Office (meastsred along Da Lus Road). Referenise point - top of casing at ground supfasei, at elevation 450 fe*t„ 6/18/54, l6<,9o 8S/4W-29M1 - Fo R. Gamsisy - North of De Luz; see location of wells plate; 53O feet east and 125 feet north of roewJo Referanoe point - top of conoi''et® slab under pump bass at ground surfaoe, at elevation 450 feat. 6/18/54, 42.8. 8S/4W=25ai = Northeast of De lUis; sets loaation of wells plate; 30 fest north of Murrieta De Luz Road. Re- ferisn@a p®lnt - top of wood ■©over at gipound eusjpfaeep at elevation h60 feat. 6/18/54, 29.9° 8S/<*W=32B1 - nrso Finest - Northeast of De Lue^ ise* location of wells platej in embarJasant, west of ftirrista De L«$ Ro&d. Refsrwne* point - t*p of wood csvisr at ground 8,upfa©«, at elevation 4l0 fe«t. 6/16/54, 20.9. 8S/4W-32B?. - p® lUs SeJ\,«»ol - Northaast of D® tos; 0o04 nil* east of well 32BI5 35 fe®t ^ast of Murrieta Dm h-jiz Road. Risfsronse point = top of easing 3„3 faet above grotmd swrfaisap at elevation 400 fe»t. 6/18/54, 8,9o 8S/4W-32C1 =» Home?- C. MsDiWisll = Naaj? De Lus? 300 f BSt smithwest of well 3262; wsat of Murrieta D» Luz Road. Refwi»no« p«*int -^ tap of ca'slimg I.5 f^et- abiwai ground suirfaoe, at elevation 400 feet. 6/lG/54p 7.4. fiS/kV-^Fl - RlTOSfffl Rfmsh = East of D® 'm%i »»« laeatlon of walls plate; at windmill 120 feet south of grav®! read. Referanee point = top ©f wood covar at ground aiayfaco. 8/25/54, 9o7<> 8S/5IV-23QI - G. C. SriOT.; - Nortlwest of De Luz; see locatio, of wells plate; 2^ feet east and 200 feet nortii of house at Sky Ranch. Reference point - top of casing 0.6 foot above ground surface. 9/l6/53» 8.2, 8S/5H=.'23a2 - Gc Co Snmr - Northwest of De Im; 120 fest southeast of well 2341; 100 feet east and 75 feet north of hov«4. Refaranae point •= top of easing I.5 feet abisve ground surfaoB. 9A6/53p 12<>7<> 8S/5W-.23a3 - C>, Co Snow ■=■ Northwest of De laa;; I50 f*et south«,st of well 2302; 200 feet southeast of h-sufffo Rufornnos piilnt - top of casing C,5 foo«; tbeva ground surface. 9/'<^/53» 11"2. 6S/5W-23Qil* - 0, Co Sncw - Northwest of De Lus? 800 fe«t «o«th of w«ll 2301; 60O feet south of hot^e and 50 feet east of water tank. Refersn^e point - top of easing ^.8 feet abave ground exirfat'fi. 9/l6/53» 23.7. G-61 DEPTHS rO GfiOtJND WATER AT WELLS IN HYDROGRAPHIC UNIT NO. 5 (Dtp'OiSs to traiw tn fea't; meoeurb'i frse reference polri) (oontlnued) 8S/5W-23Q5 - 0. C. Snow - NoHlrfeisli jf Ee !i<«tj 500 faisl; south of ■ttdZl 2301, 25 fe&t north of houat. Referenoe p«ln1t - top of oaalng 1 faot ti.bavt> gr-jund e^M^i^al»^, 9/l6/53» I6-8* 5S/5V-23Q6 - b>. C. Snov - Nortiiiu'est oS J>9 Uu; CO tttit »auth of ifell 25Q5, 23 fett aoutii of houa*. Refet-eiMe point - top of oaaing 1.5 fari a^xfvi ground sur2'a««. 9/l6/53» 21,3, 9S/2tf-6Nl - V^ N. Davis - N»ar Rejjibovi sa« la«atlflR of vails pl&te. Refarenec point - ground surfaoa. 3/21/51, 18.2 (log). 3S/3W-IAI - 0. R. R«ana«5lda - Hsai* RalntooK'j O0I5 mlXe southaast cif Intersection of old and n*w highifajr 395 (meaeursd along aew felgh'/ajr 395)? aorthweat of highway 395. Refaretass point - top of easing 2 feet ab S-ij ll/lo/53, 8.9j 1^/20/51*, 3.1. 9S/3W-1S**' - Ch£u,«leB E. Stwbblefiaiii - Neap Ralnb«|i k tmt eotith oiT wall IPlj at windmill. Referansa point » top of eaaiag 1^0 foot abova gi^o«8ad surfao«.j 7/^3/53, 15«6. 5S/3W-IHI - H, H. Cumalins - Nefcp Rainbows i:'.65 ""il^ aoutli of intersiietion of old and nuiw Highway* 395; 120 feet east of old Highiray 395. R*f6^'0!i©«t point - top of easing at ground surfaoe, at elevation 1,093.31 f»«t. V2V53p 9.3; 11/9/53, 13. 5 J WW^*, i"»5- 9S/3W.IH2 . H. Ho Cuaimias - Near RainbOTj 60O f9®t aorth of well IHl; a-lt windmill 90 feet east of old Highway 395. H*f9ren©e point -= top of casing 0.^7 foot abo^e ground swrfaci8p at ele-yation 1,105.88 fest. V2V53, 8.I5 7/9/53, 9.7i 8/6/53, 10.15 9/8/53^ lO-'^i 11/9/53, 11. 2p 1/7/5^, 12.85 2/8/54, 9.0j h/2/^k, 1.25 V20/'54, 1.3. 9S/3W-1H3 - H. H, Cmnains - JJoar Rtlsiibwii 65O feat oast of well lH.2j north of house. Referenea point - top of oasiiog loO foot Abo^e growri aavfsfift, at 9l9CT.tion 1,132.11 feat. 4/24/53, 25.9s 11/9/53, 49.1; 4/20/54, 7.8. 9S/3W-IJI - Vernon L. Beattls - Neai? ftelnb*.?!; 0.2 milo east and I80 fe«t north of Interseetion of , Highway 395 and First StroelSo Refaranea p.-.lwt - fev>p es'f 2 a: 6 ItMth board under pusap 0.75 f««'* abiwa ground swfaee, nt elswatloa 1,.''j68.8'? f3®t. I-/20/54, 3o"-;>. 3S/3V-IJ2 - Vem«n Lo Beattlfe - Wsaff Haliibew; 760 faet noifth ol w«ll IJl and 200 feat southwest of w«ll IJ3, in shed. R»fer*M9 pi»lnt - tt>£) of wojd a-jwesf 0,.^ foot ab»we gpoasvi 8»irfa«ia„ *t elevation 1,083.25 feet. 4/24/53, 4.4? 21/9/53, 24^7; 4/:'0/54, 2.3. 9S/3W-IJ3 - Vernon L„ B(dattl« - Neafp Rtilnbows 850 f -jsts north of w«ll l.'ll and 200 feet northeas'4 of wall 1J2, in shi»d„ R»f<»f(tnii(i p^isA =• top of woi-nJi oorar at ground surfaed, at elevation U,086ol3 feet. 4/24/53, 25.85 11/9/53, 38.9; 4/io/54, 33-'7o 9S/3tf.lJ4 - Vemon Lo Beattla - Nsar Ralnbaifj 20C f *iait north of w«ll 1J3} 15 fe«* south of road. Ra- ferenoe point = top of oaring 0.4 foot ab^^ye ground isurfaee, at elevation 1,091.84 feat. 4/20/54, 8.9. 9S/3W-IJ5 = Varnon h. Beattl© - Meai? Rainb*; 420 feet north of well 1^1. Referanes point - top of easing at ground eurfaos, at alawilea 1,078.09 f«ato 11/9/53.. 3»2; 4/20/54, 4.6. JS/3W-11L1 - Oraer - Nea* Haiabowj .>.! mild eaijt eiit Int-ersaatioa of Huffatvjtl* Strafl'.';. Raferenea point - top of eover 0«5 fo4t aboNS-e grjwaS sus'^^koSp at «lcTrwtl.in 1,057.2 fe«**. 4/:J3/53, 6^). 5S/3tf-lL2 - Clara MsDonsld - Maap Rai&bijB'j 0.2 mile noieth as*! 60 feut west e? Interseetion of Pir*t Street and old HigSiway 3^5, eart9nd»d; nsr^'.'SiiW'Sst of house, Refar^ne* point* - top of casing 0.9 fo^ aboive ground *urfaoe, at slniutlon l.,080.54 fowU. 4/23/53, 38- 8.- 9S/3W-IMI - C, &, S\5ubbl«ttu iis wat6r In [»a% nieas.u'9d from refarcnoe point) (oontiaaed) jS/3V-3.Pa - Zatift. Royal - Mitar Ral/ibow!! 3^0 feet Aaat 3«d 270 ?'«** north of interseotion of Seeond and fiiuffatu-ilsr Sti-soteo R*f airfmus pi.lr.t - tup of 'vo'^d c war At gjfound 8u;f-fa«9, at elevation IfCMAO fe*t. 3/6/'53;. 7<.'t; V^/S?* e«0; ^2^/53* 7.?; liAo/53p iitoO; k/io/^, 8,4, 9S/;W-1.P2 - J. So Boit"iti - N«.ar RfcT.nbw? kQ^ fast saa* a:vi .'iO faet Uieth of Interseotlon of First aai Huff«tistlB8» S-t?e»-6s„ Riiifefen'SS poln': - tap a/ casing 0.3 foot *btve groond swrfa«e, at elevation IpOj^ot;^ ifa®t. 6/37/5^, 5.5? 3/o/53p 5»7j '♦,'7/53^ 7.1? ^/-X'5:h 7»3.5 lVlO/'53, 9«65 V20/54, 4.2. 5S/;;W-1P3 "■ J. So Baj'Sa - Neay PaJinci'^j bJO f aw «cuth sii>-i lltO feet wast 0^ Interisieotlon of old Hlg>MBy 395 ar.d Pjlrat Stre®-*. R9fei.*vBn©8 p.>int •= -tfip jf sasJlEg 0.7 foot above ground eurfeoe, at elai-atloa ?., 051.3^ f»6t. 6/i//52, J; 3/6/53p 9o3f it/iO/Slip 8.60 9K/SW-1P^ - Nw-r Ralabvw; 0.1 adls eouth of vull lP3j a*, wlnoinlll 60 foet west of old highway 395. Rbtofin^^ point - top c* i'ooct oo^s-ey l.'J fs^at a*ov9 giym.A suri'aea, at elavatlon 1,050.38 feet. 4/23/53, 8.5; lV9/i;3» 1^,55 V-0/5J+P 5»4o 9S/3W--.1P5 - J. S. BuriJn - Wear Rsitebowj 1^0 tast ssu'^tttast of well 1P2, Roferenoe point - top of oonortte pit at gT'iUJKi BUTiraca, at Hltfj-atl.in l,o45 fea-t. II/10/53, 1U.5J 4/20/54, 3o4o 3G/5W-IQI " Rrfawt S^^laiojfg - Neaip a^ilnhow; 0.l4 mll^s sonth smd 110 tJ!? 0.6 foot RbcyiS) gr«jun®H©e p©aBr4 - top of 2 x 6 inch boait-d t>.t gi-Mund siw^aeo, at elamitlon l,0t>2.6l feat. 6/25/52, 5°l! 11/13/52, 8,65 2/9/53p 5o&', 3/6/53. 5.5s 4/'7/S.1, 6.3; 4/?ii/53,' 6.4$ 4/2/54, 4.9. ^/3V-1R3 - Go®!fg» E. Sh^iudy = N»ftr Rsiii:ibe»f 850 fcftt ssuth of well IRl and 90 feat wast of wall 1R2, Refersnee potot - tcp of plank o&^pai? 1,0 iro»^'t sibow* grfivjivl surfaea, at eleTratiisn 1,062.85 feet, II/13/52, 8.65 3/6/53, 6.55 4/24/53, 7=1, 9S/3«'-1R4 - GswiPga SS. Showdy - Naar R&iabisWf I08 iott w«ot of well 1R2 and 50 feat norttawast of well 1R3, R6foi?. 46.6; S/6/53, 47.0; 9/3/53, 46.0; 11/6/53, H5.4; 1/7/54, 45.2; 2A/54, 45,05 4/5/54, 44,5; 4/a8/54, 4%„4, 9S/3W--6.t3 - 0. si. Builrtoic - NorUft eir FanoL-otife; aw Scicatlon of walls plats; 450 feet south of well 6A1, R.»fa»'9n«<( p*S.sit - i'ip of beeu 2 foA* aba*'* gc:>\itr(i sui'fewe. 6/iV5'^s 3'^.4; 2./IO/53, 33.1; 3/6/53, 31.8j 4/7/53, 3O0I5 5A/53» 3C'.4; li/6/53, 48,85 4/W54, 30,3, 9S/SW-6DI •= Chwl«3 Snjfiay - Woirth of PalAbro*? sea location of walls plata; 700 feet south of well 6A1, RKfian-^nw* psilaft - top of «i9dlng at gs-rtwJ aw.:a«:«. 6/I8/52, 58. 0; 11/6/53, 66.0; 4/28/5^, 49c.l. DEftHS fO GHCWND Vf.fk¥Els AT "ELIUS IN HTOROGRAPHiC ONI? NO, 5 iscntJLnv.ws'' 5S/3W-^D1 - E. Ho TipiSfin - North lif Sallafsic; a««' LvXiatiin >f w»liis pii-fe *|i in rarint '00 fo«* «ou*h ©f bouseo Rsfer*ne« p-olKi- - top ..? vo*i ocr*9» 2 ifjunt. i.KwA g:^»i•^d «vu-!fn tif w»ne piAt*,- Ool oiliJ. *«j«heaBt o!f hovi«*» Referenee point - top of W x b Ineh b«a?-i at gii'ouad riafffae«i. 5,'5/'53.o 56085 11/6/53* S?.**? V28/5'*'p •♦7,6. 9S/3W-7C2 - Call7i Retsrsntsa point <• top of canspsto plif at ground siufae«o l/7/5'*» 12o55 2A/5^^, 10.85 VSM, ll»Co 5S/3W-7ra - A, R, Merlekj.4 - Nopth of yallftroolh:? ::j60 feet awiih of w.j11 7"'i? WO <"•«* west of hsus'So R«- ferenoa point = top jf 2 x 6 iiiwh plasA; ax grc-raid aw?aoa<. i:'./i-3-3-" S-'*"?? 2/10/53o 10o3!i 3/6/53o 808; V7/53, 8.6j 5/5/53. 8.5j 7/3/53, dryj 8/6/53, 11.8.; 9/3/53, iryj 11/6/53, ^Srys 2^/5^, 8.7? V5/5t» 9<.2? V28/5^, 10. Go JS/3W-11A1 - 0. iLestw Riggls = Neaji' Rainb«w; Oo3i' mil* wes-i smd ?0 ffealS n»rS;h of Intsrseotlon of Huffatrutlep and Fifth St?«i«t6o Rtf er-emsa p.vint - top of woisd aera™ loO foist ab«»e gt-jund amit-fasw, 6.4 elerratl^n 1,032.61 feu,-*. II/IO/53, 13.25 "t/ao/^lt, 6. Jo SS/3W-IIA2 - 0. Lsptep R4ggl(& = NflaK- Ralnbcws O.25 mlla w«»t a«<3 I'M) feslt nopth it intapsosotlon of Huf]f«-l^tlM- and Fifth Stj-emt^. Rei'iir-sn©* point - tap «f wijod ewei* at gyoasid sarifaee, at eleicatiOA 3.,033o'*9 f«*to 11/10/53, 13.7; V20/^, It.lo 56/3W-IICJI - Co C. Cbaatilep - N^ai? Rai»,bow5 8OO t^r.% tiw'-^^eii-i, off *\jU IIU and "tj f««t aaat wff wall IIG25 In raTlna JO feat si{«th«ae15 gf grAWJil ifwad. Reffir%y 395; o'i!ii5Br.W8F 2.7 faot above ground sui'faceo V-'*/5.'3> li»;?= 5S/3W-IIK2 - C. C, Che.nil'bS" - Nwfei- Rflinb«'5 3;J0 f so.-i souih iSf w«1j I'JKJlf aatelda wat&irshaiii. Refeyenofi point = pump baae 1 fort ab.J'tre giMiim«il Sia!"rati:>f H:g]»fS^ 395 Imb^aurfd along gyavsl road) from intersaotion 0.1+5 aii'J.i «ottt».-«/i.-.;3t ii.c Si«)..iiri Sts-viw-ii ini'S.ii'a:' ac al.'ng Hlgftwuj ;)95'3 H" f®'** SioutJi of grayal road. Refarsaios poiat - iop af -iood co¥sr at gir-^cw; sfuy-'ioa, '*/''2'+/53, l'i.35 11/10/53, 20..5: V20/5I+, 8.7. 9S/3W-IIL2 - Joseph H. Peuerborn - Nflaf Hainbowj 75 fe<.l, m/i V^eaar- o- will llil.i< Refareno* point - punp base at ground susffaoa, V2V53!> 16. i2, SS/3W-IIL3 " cVosepSi H, Peufcrborn - Near Rainb.iwi 9OO fe«t wast of veil llilj- 75 *io^ south f Tuprey Shelters. Refprsnos point - top or bsam at grousiu suj-ira**. V^V53, 21.1+5 11/10/53, 18. 6. 5S/3W.IIMJL - J.«iffiS5i Mdfipas - N«&[f RatniEUJi'; Ooi5 mi,.l.& ,!i.j',;otivc'i<;'^t ?.ni: - sop of woind tj'««!r 0./5 foo« bbl.'* gs'.-jaid <j WOO fjer, .flf.J i>f tr.tsrsM'-'iGia ;t Fvf »h and ftid Highway 395, Ref^srenea point - ttp .f 0i3>rw^ at iie-ffal^.syi lnC^3 STsst.. 6/27/51, 8ol} 4/7/53, 5»2? V23/53, 10.0. G-6L DEPTHS TO GROUND WATER AT WELiS IN HYDROGFUPHIC UNIT NO, 5 (^eir'^ha to vate? i.n feat meajsuriid troa r«reranoe point) (oontiiiuod) 9S/'3W-12P1 - RdlXin Br«m - N*ar R&lnbowj 480 feet waat and i+OO f»(*t nor^h of Inters sotl on of Huffstutler and Fifth Stpes-t^j 205 feat southirly of hcuiteo Referonee point ^ top of oorer 1 feot above ground Burfaoe, at eleiratlon 1^059.1+9 fe-^t, 7A/52, 7'>3i 11/13/5^p 15.0; 2/IO/53, 60?; 3/6/53, 7.1} V7/53, 7.5; it/22/53, 7.95 ll/'W53p 15.0; V20/5ltp lfo7- JS/3V-J.2D2 - Ro'ilin Brown - Nsaa- !Uinbc«*; 650 f i6t noj^h Mid 310 fout weat of intersection of Huffatutler and yifth Streitas opt>n ©Mlag 400 f**'^ *s>3t of bouse. Referenoe point - top of oonorete pit 1«2 feet ftbotfe ground suafMie, a-i eie-»aiion I,0if0o78 feot, 7A/52, ^oU; 2/IO/53, 9»0; 3/6/53, 7.9? V7/53j. 8.0| »t/22/'53p 8.1? ';/V53p 9.5f, 6/6/53. IO0I5 9./B/53, 10.65 U,/lo/53p Uo4j 1./7/54, II065 2/«/5i+, lo.lj Vi/5'*, *+.65 V-0/54, 5o2. 9S/'3if-12D3 - Rollln Byrfsn - NaJi~ Rfclnb'flfj 210 f«st "too.'fth and 70 feet west slda of Interseotlpn of Second and Huf'ututler Strsi-^tHc Ref 8r-^n«i'» point - top of woDd oafur 0<.8 foot above gr'ound supfaoe, at elevation l,o¥4.3C feat. 7/1/52;. 8.9; 3/6/53, ?^H V2^/53, 3-0; 4/20/54, 606. 5S/3W.12D4 - ■«■. Johnson - Near Ralnbvi'; 0^21 mile eaat wid 500 feet north of Intersoetlon of Highway 395 and With Sty9*t. Roferenso pclnt - top «f casing at grovaud eupfase, at elevation 1,032 feet. 4/22/53, ^/3W~j.2El -. H„ Ho -Tli'it - Naar Ralnbp at eleraiion lp04^,64 fesit. 4/23/53, I5.65 11/9/53, 22.0; 4/10/54, l.l.2o 9S/3W-I2P3 - L. So Brosrasll - W®ai' Rainbow: 55O f et.t ectet of wall 12PI5 outside vatershad. Refe«>6noe point - top of ooncpcte pltp at e3.ev=.tlon 1,042.20 f6*t. 7/16/53, 46.3. 9S/3W~12P4 - E„ Iff. Hit-S =• Naar Rainbasfj 90 fsist es.s4 and 500 feet south of interaaetlon of Huffstutler and Pifch Styoats; outsida wat«roih.dd,. RefB^'-stwa^) point - top of oon»3rets pit at ground suffaoe, at elevation 1,045,47 faat. 7/1/52, 10,35 V23/53, 6o2s II/9/53, 21„5. 9S/3W-I.2V'5 - S. E„ l^e-i&F - Sear Rivlnbsftfj I50 f*at south of i*8il 1£5'4-; outsf.da watershed. Reference point - top oi* 4 X 4 iMh wooi suppsi't o/w pH st ground ouiffc/ae, at ele-t'ation l,o47«96 feet. 4/23/53, 8.2; ia/9/53, :^3»4; 4/:20/5^i, 11,3. Se/3W-12F6 - Fallbrook School Dlstrl'St - N»ar Kainbow; 600 feist west and I50 feet south of inters eotion of Fifth Sts-eet uad oW IJig^cna-y 3955 5.n pump house; outbids watarBhod, RHfepsnoe point - not reported, 0.1; nlB'sation l,:^? faet. 7/16/53, 10.4. 9S/3W-12GI - Near Ralnbarj iOO fuet sa:=-/v tnil 80 feet scuth oi intej-section of Fifth Street and old Highway 395; 15 fitvt fcioytiieast of houas. R©fsifjiaoe point - top of pump support O.5 fo&t abtive ground surface, at c»l(jmcicn 1,05!., ;90 fe*-;. 7/1/52, 20.0; 4/23/53, 1;0.7| U/'9/53, '^3'^h V20/5'-+, 22<.2. 9S/3\i"l7Kl - R, 1'. Gi'-ay - WwtJbieast 0? FteilbL'ooJt} 0,3 mile north of Mission Road (aeasured along dirt ifoad) f:t'ijiB ln-fiar(3'5©tl3n r»15 mlia westopiy (iff R3.t»airn.«w telwj measured ;UiSng Mission Road. Reforanoe point - top of soiiarote pi-fe 2.2 ifeot AbitV'i grounc swfa«fi, 5/15/5'^i' S'*./. 9R/3W»372f2 - R. «, (h'ny - NcrtSioast of ff&uii.ipoutef 250 f^at no!!»th*?«st of wall 17K2.. Reference point - Isjp of woisd oof^S' 1 fo©"?; abeve gi'&^mA di.ffao*. 3/'l5"3^ii IboO. 9S/3W-3LeEjL " Bav'tssshsJiSM. - W.jptheast nS JViabroA.; 0o32 ndle nwth and O.15 tnlla west of intopseotlon it S,-mt^ Ma5n ~ Kear yfellbrask; »'J« loeat/isn of woll* plate; at Trfndmill 100 feet aoet oif S«iiidi& Cresfc. RefWisaea poisst =• ac>t reparted. 6/:i4/52, I5 (caretaker), 9S/l»M^10ui - Noz-ttiwest oi' Fallbr'o:*^; 1.5 inllp* noK-thwest of inteirasotion of Ds Lux Road and Santa KOi'g.'ji'ita FtJ.jer a?.>}r^ I)i ivr, Rcidj at irindni'' 1 1 9*^ '"■ ■' '■'=''' -^ Ts, I.as Road, Referanes po*..nt - top at cajin<4 at gi riun-ii siarfacs. 8/25/5'*« 51;?,'^ C--65 MTPiflfiB TC tif.WW VAUm C? WELIS IM HYDROGRiPHIC «N2f NOc 5 De Lu3 Road) end 50 fets^^i wsaft tif 0* L.sz Road; S.n ntrjtil 3he>d. Referenes p<3£nt > top of oonerate ea«£i^ »i ground eiiBPf***. 3/15/^s, 3.0»5. 9S/UW=13L2 - CotitellLo-B«gifymoir'« - Kortlh of Fallb:;'0>*.; 100 fi»9i5 ^eu-ish of w«ll I3U. Roif«M*n®« p»ln* = top of eenopeta pit 2 feet ab«v* gi»cund sttrfaeiSo 9/15/5'*, 11.8. ?S/UW-13P1 - Bruea Slkklng* - In Fallb^'aok; north of Pallba-oiskj 0>,27 mlla north and 0.I5 mile w««t of Intortootion of De Uiz Road and Kaloia StPi«()t; 3 fe«t south of building. Referenoe point » top of 6x6 Inoh timber at grw^^nd surfaae. 5/5/53* 28.O5 7/8/53d 39»'*5 8/6/53, 39.75 9/3/53* '♦2o3; 11/6/53, «*2.7; 2/k/^, 23.'*; 4/2/5^, 17.95 V28/54, Ib.O. 9S/UW-I3P2 = Jahnston - North of Pallb!r»«5kj Oo3 nlle westerly of wall 1301? 60 feet east of feno*., Referenoe point - top of beam at ground supiface. 9''15/5'tv '♦7<>7« 9S/UVf-13ai - Harry B. Held - North of Pallbra*; C.3 Bile noirth and 25 f^at weet of intersection of De Luz Road and Kalmla Street. Reference point = top of ftenoristo caalng O.5 foot aboire grjuoid turfaooo 8/25/5'^« 53.2. 9SAW-29CI - U. S. Na*y = Itp225 fe®t nasfth and 2„900 feat west of southeast acrner of section 2?} 30 f6»t east of well 2^02; Camp Pendii^ton. Refe!r«n@« potstt - t'sp of oaailng. Note: MeasuriiiDents from U, S. Navy records, except aa lndioa,t9d. 7/23/52p l^td (DWR); 8/5/52, ik.bt 9/5/52, 15.4; 9/30/52, 15,8; 10/i7/52, 15.9 (DWR); n/3/52p 16.0 (DWR); 12/4/52, l^^b (DWR); 12/^8/52, l4,8 (DWR)« 9S/UW-29C2 - U. S. Nayy - 4,225 fast nwi^h and 2,930 feat wast of eoutheaiit e«mep of section 29$ 30 feet west of well 29CI5 Camp PendliS'Saa. Nots: MeasaB-amants) frotii U. S, Navy r®«opd», iMccept aa Indloated. 7/23/52, 14.4 (DWR)5 8/5/52, 1^.85 IA7/53, 13.05 2/17/53, I3.O5 6/9/53, 1'*.5S 7A7/53, 16. 7« Reference point - top of casing. 9S/4W=29L1 = Do S, Na^ = 2;,o;?5 faaib wealth and 2,775 ^ast weat of southeast eorner of section 295 Cajnp Pendelton. Reference peSffit-hole i" casin&4.0ft. above ground surfticeiNote: Ma»«isr>enian'S» from U« S. Na'sy yaaords, axeapt as Indlaatad. ^/fS, 6 ».1.4g's ^/Ai''3Q» ix«5; i0/l2/50o 10,85 II/6/50, 10, Is 12A/50, 9»75 V3/51i) 7.5s 2/W5.ls 9.65 3/20/5IJ, 7*75 5/1^5''^.- 9o^; 6/20./ 51, 11.25 7/16/51... 11=65 8/20/51, 12.0; 9/2.7/51, 12.33 10/10/5?.^ i2oj(5 11/19/5I0 W.if-? l2A8^ip 9.95 8/5/52, 9.65 9/30/52, 7.95 10/17/52, 10.I5 n/3/52, 9.3? 12A/52, 8.7i 1/27/53, 7.9; 2/17/53, 8.0; 6/9/53, 9.6. G-67 DEPTIE TO CWOJUL'. WATER AT WKLLS IN HYDROGRAPHIC UNIT NO, 6 (Dspthai to wKter In fea-^ me&surtd from t-ef *»'«ne» polni) SB/3W-I8PI - L. C. Stokse " Northeast vt FailOryolcj 0.2 mile eaat an;'* northeast of gaf'S^eo Ref wiMoe point - tip of U x 6 Inoh timber at ground auyfaee, at iUff&tUn 770 feeto '♦/7/53> 3'+»'*; 5/5/53. 3't"8} 7/8/53> 35«2? 8/6/53, 35.5; 9/3/53, 36.6; 11/6/53, 36.8? 1/7/5'*, 37=05 2A/9t, 36.7; V2/5'+, 33.7; '♦/28/5U, 32.2„ 5S/3W-I9CI - So Co Ifyers - Weat of Pallbpook; 3OO feet east and 360 feet south of inieraw-Jlon of Mission Road and Santa Margarita Drive j In ehedo Refsrenss pslnt - top of eonarexe pit at groimci aurfaoe. 7/5I+, 20 (own9p)j 8/25/54, 24.C» SS/3W-I9C3 - Alta Mo Tarrlw - West of Pallbroolts Ooia mile east and O0O7 mile south of interseotlon of Mission Road and Santa Ffargarlta Drlre; In the4 20 feet east of roado Reference point - top of beami 4 Inches above top of oonortxe pit at ground surface, 9/15/54, 27,6. 5S/3W-I9MI - Robert J, Marks = In Pallbrookj 0,26 mile east and 400 feet north of Intersection of FallbroaK and old Stage Roads, Reference point = top of oonerete easing at ground sorfaoeo 8/25/54, 49,lo 9S/4W-24H1 - A„T, 4 S.P. RallroM = In Pallbrooks 0,26 mile east and 30 feet north of Inierseotlon of Main and Al'varado Streets; 427 fe«t east' of Fallbrook Railroad Station, Reference point - ground surfaeeo 5/17, 6. 9S/4W-24N1 - Mark MeCahan » In Pallbrooks 360 feet south and 12 feet west of intersection of Alturas and Pallbrook St^eeis, Referenoe poipt - .'^op of wood eo^er at groui>d «i^faoe<> 8/24/54, 13,2, /west 5S/UW-24P2 = Prank Pueulll = Sn Pallbrookj 0,13 mile and 10 feet north of intersection of Aviation Road and Main Street, Refer«n«e point = top of 4 x 6 in«h ti«ber 1 foot above ground surface, 3/24/54, lOiO, 9S/4w=24ai - William T, Scott - In Pallbpookj 0,0? mile west anS 75 feet south of intersection of Main Strent and Aviation Road, Referenoe point = top of wotjd cover at grotind surfa««, 5/5/53, 4,15 7/8/53, 4,9; 8/6/53, 5»2; 9/3/53, 5.85 11/6/53, 5»8| 1/7/54, 6.O5 2A/54, 3„9s 4/2/54, 3»0| 4/28/54, 3<.6o 93/4w~24Cl2 - Weme«he = In Pallbrosic? 0,06 mll« north and 280 feet west of intersection of Aviation Road and MELin Street; 35 feet west of hmase, Retsrtwvse point - top of eonerete casing 1,4 feet above ^ound surface, 8/24/54, 6.7, 9S/4w=24ri - William Walt* = In Pftllbrookj 230 feet east apd 90 feet north of intersection of old Stage and Aviation Roads, Reference point = top of t x 6 Inah timber at groxuid surfae^, 8/25/54, 21,3, 9S/l+W-25ia - John T. Owens ■= In Pallbrook; 0,33 m.ile smlh and 0„4 mile west of Intersection of Main Street and Aviation Road; west of Pallbroak Gr»7 (l"g)o 56/4w=32C9 - U, S, Na-jy •=■ 4,1+00 feet north, .)^720 f«*t weat of southeast eorner of section 32; Camp PendletoUo Reference point = ground surface, at elevation 130,4 feet, 5/51, 1,9 (log), 9S/4W-32C10 - D, S, Navy - 4,400 feet north, 3,680 feet west of southeast corner of section 32; Camp Pendleton. Reference point = ground surface, at elevation 131-5 feet, 5/51, 3»0 (leg''-< G-63 DEPTHS TO CaOUND WATQl AT WELLS IN HTDROGCUUHIIC UNIT NOo 6 (Depths ta water In feet asasured from referenee point) (eontlnued) Measurea«nts for the following wella are from Uc S. Navy reooirds, exoept aa Indicated JS/UW-32CII - U. S, Nairy - U,U00 feet norths 3,670 feet west of southeast eomer of aeetlon 32} Camp Pendleton. Referenoe point - ground surface, at elevation 132.2 feet. ^/3l, 3<>7 (log)<> ^/1«V-32C12 - n. S. Navy - 1(,400 feet north, 3,620 feet west of southeast oorner of seotlon 32; Caap Pendleton. Reference point - ground surface, at elevation 132,0 feet. 5/51> 3'^ (log)o 5S/HW-32C13 - U. S. Navy - 'f,400 feet north, 3,570 feet west of southeast corner of section 32; Caap Pendleton. Reference point - ground surface, at elevation 131o'l feet. 5/51» 2.8 (log). 56/VW-32Cl'+ - 0. S. Navy - UjUOO feet north, 3,520 feet west of southeast corner of section 32; Camp Pendleton, Reference point - ground surface, at elevation 129.1 feet. 5/51> O'** (log). 56/UW-35LI - U. S, Navy - 2,000 feet north, 2,625 feet west of southeast comer of section 35; Caasp Pendletcnt Reference point - ground surface, at elevation 575 '''**'■ 6/3U, 16 (log). 10S/ltW-5Dl - U„ S, Navy - 5,000 feet north, 5,300 feet west of southeast corner of section 5; Camp Pendleton. Reference pi)3.nt - lower lip of measuring pipe 4.6 feet above ground eurfaoe, at elevation 115 feet. 12/U3, 5«5 (log); IO/25/50, 9»9j n/28/50, 5.65 1/3/51, 5-8; 3/20/51, 5.9; V17/51* 6,1; 5/16/51, 6.1; 10/10/51, 11.3; 11/19/51, 11-3; 12/I8/5I, 6.1; 3/27/52, 8.9i 7/23/52, 9.7 (DWR); 8/5/52, 9.8; 8/28/52, 9.8; 9/30/52, 10.1; 11/3/52, 8.8; 12A/52, 8,1; 12/31/52, 7'^i 1/27/53, 6,6; 9/2V53, 11.9; uA/53, lloB, 10S/ttW-7Al - 0, S. Navy - 5,200 feet north, 400 feet west of southeast oorner of section 7; Camp Pendleton. Reference po^nt - ground surface, at elevation IO3 feet, 9A2, 7 (log). lOS/HW-THl - U. S, Navy - 3,24o feet north, 270 feet west of southeast oorner of section 7} Camp Pendleton. Reference point- top of casing 0.75 foot above ground surface, at elevation 99 feet, 8/20/5I, 9«2; 9/12/51, 9,6; 101/10/51, 10. If 11/19/51, 10.7; 12/18/51, 10,8; 3/27/52, 5-5j V22/52, 6,2; 5/19/52, 6.5; 6/17/52, 6.8; 7/29/52, 8.1 (DWR); 8/20/52, 8,7; 10/14/52, lo.O; ll/l8/52p 10.3J 12/23/52, 6.9; I/20/53, 6,5; 2/17/53, 6,6; 3/24/53, 6,75 5/25/53, 7<.5f 6/30/53, 8.4; 10/26/53, lo.o. 10S/4W-7J1 - '^o S, Navy - 1,825 feet north, 30O feet west of southeeist oorner of section 7» Camp Pendleton. Reference point - (a) top of recorder floor 1.4 feet above ground surface, at elevation 9'*'5 feet (10/19/50 through 11/^/52); (b) top of casing 1,3 feet above ground surface, at elevation 94.4 feet (11/28/52 to present)', 10/19/50, 7,3i 11/1/50, 7»3f 12/1/50, 7At 1/2/51, 7»li 2/1/51, 5,2; 3/1/51, ^'Qi 4/1/51, 5olp 5/1/51, l+.a; 6/1/51, 5,5; 7/1/51, 6,0? 8/1/51, 6,5; 9/I/5I, ^-91 10/1/51,.7«2; II/12/5I, 7.7; 12/12/51, 7.9; 1/1/52, 6e3; 2/6/52, 4.8; 3/1/52, 4,1; 4/1/52, 4.8s 5/19/52, 5-75 6/1/52, 5.7; 7/15/52, 6.75 8/20/52, 7,2; 9/20/52, 7»6; 11/3/52, 7o8; 1I/28/52, 7<.^; 6/9/53, 6,6; 7/17/53, 7«2, 10S/4W-7J2 - U, S, Navy - I.9625 feet north, 100 feet west of southeast oorner of section 7; Camp Pendleton, Referenos point - notch in broken casing at ground surface^ at elevaticn 931 feet. 7A2, 7 (log); 9/12/50, 8.7; iO/12/50, 8.95 11/6/50, 9'h 12/4/50, 9,2; 7/23/52, 7^^' (OWR); 8/5/52, 7.3^ 10S/4W-7ai - 0, S, Navy - 1,025 feet nopth, 1,275 feet west of southeast corner of section 7; Camp Pendleton. Reference point - top of I.5 inoh pipe 2,1 feet above ground surface, at elevation 92 feet. 7/23/52, 10.0 (DWR); 8/20/52, 10,0; 9/22/52, 10,1; 10/27/52, 10,2; 11/3/52, 10.35 12A/52, 9.55 1/27/53, 8.3; 2/17/53, 8.2- 6/9/53, %7', 7/17/53, lO.l; 9/24/53, 9.5; 10/28/53, $.9; llA/53, 9.1. l(jS/1tW-7Rl = y. S, Navy - 975 fe«t north, 1,275 feet west of southeast comer of seotlon 7; Camp Pendleton, Reference point - pump base 0.67 foot above ground surface, at elevation 100 feet, 7/29/52, 17.5 (DWR); 3/27/50, 19» 10S/4W-7R3 - U, S, Navy - 7OO feat north, 1,100 feet west of southeast corner of section 7; Camp Pendleton. Reference point - 1,5-inoh pipe in auger hole 2,25 feet above ground aurfaoe, at elevation 92 feet, 7/23/52, 10.0 ^DWR); 8/5/52, 9o9; 9/5/52, 10,35 10/17/52, 10.4; 11/3/52, 10.5; 12A/52, 9.7; 1/27/53, 8.4; 2/17/53, 8,5; 7/17/53* 10,2; 9/2V53, 9.5; 10/28/53, 10.O5 u/4/53, 9,3. 10S/4W-7R4 - U. S„ Navy - 5OO feet norxhj, 9OO feet west of southeast corner of seotlon 7; Camp Pendleton. Reference point " 1.5-ineh pipe .in auger holw 2„7 fest above ground surface, at elevation 93 feet. 7/23/52-, 8.4 i.DWR); 7/29/52. 8.4 (DVm); 6/9/53, 8,3 (DVfR). 10S/4W-8E2 •- U. S. Nat^ - 3,200 fetit nortn, 4,400 feet west of southeast nomer of section 81 Camp Pendleton. Reference point - ground surface. 6^2; 9 (l'jg) = G-69 DEP?!B TO GROUND i-fATER AT WELU" IN HTOROGRAPH^O UNIt NO. (i (Dbi^hii Itiji irtiit*^' in f ee•^ mea«usr»a itVja r«f apinsi poln'%) (^ontioviwi) Hatueuffsawto fi3(i° i^i txTAfsing vtlliii h^i trm U. So Jbfy r^oihiJ, azdApt as IndieatMl X0S/UW-18E1 = n. S. Navy = 3j>'t50 f«t.t nirfc^ 4^300 feJ-4 vast jf eaitteait eornw of section X85 Cunp P«ndl«t.j..,. Refepenee poln* - ntit rspirttwip ftt ileTaM*n 75 ttifio l/l^,'37, 8 (log) 5 2/2oA7» 6e lAsAS, '♦oj; 2/12/Ufi, 65 9/23A9p •♦. 10S/UV~l8Lil ° Uo So Na«y = 2f,350 femlt narti^, 3<,b7S t^i^t weit o;f «£ni^:aa«i corntir ef SAigtlon 18; Caop Ponilttono Referenee p<»&nt - (a) tap ^t faooi-der floor 3«5 **«•■* abiivA ground i^uj-faas, *t el«»atlon 760 J fft*t (IO/I8/5O •throu^ 3/5/51)5 (b) top of oaaing 3.0 fitt »b;T6 jy.^mii swf&ae, at elevation 75.78 f«®t (V17/54 t«j present). 2/9/»46, 11 (i«»g)5 10/18/50,, 15.35 n/6/50p 15,95 :i.2,'V505, 17.5,5 1/2/51, 19.0? 2/5/51, 19.7; 3/5/51, 19.85 Vl7/5ip i^.'tp 5/1^/51* 190O5 ;/l6/52p l9ol; 8/i7/5l» ^%'*i 9A7/5ip i?.^.' 10/10/51, 19.85 11/19/51, 20.2$ 12/18/51, 20,5? V22/52, lOoij 5/W3'^i, 9.?s in? '52, IO0O5 7^23/5^p 10.6 (I-WR)? 8/5/52, 10,9s 9/5/52, ll<.95 10/7/52, I3»»f'5 11/3/52, Wo5l l2A/52p iVoBs l''i7/53, 13.75 V17/53, 13^5 6/9/53, 12,1; 7/17/53, 12.65 9/24/53, 12.if8 10/28/53, 13.75 llA/53ff 13.8. 10SAW-18M1 - U. S, Navy = lp850 fb*t nogKS*!i, '♦,7^5 f««et west of SMtneaet o©?ti*r ef emotion I85 Camp Pendlrtsn. Rftfapenise point = t©p of meaaur-ing pipe k tm»t halm gfdiuad tus^iTafeis. 2/8/'W6p Ji 3/^A8p 5.2$ I/5I, 178 2/51, I7t 7/18/51, 20. 1CBAW<=18M2 ■= U. S. N*'sy = 1,850 fe&t !ao!!°tlfi, Up8i5 f*** w««t of SitfiS'5*.«a«t ®©)M«r *f aiatttlon I85 Camp P*ndl*t<»n, Referen-B* poS.n'fe = lip of l"lnah pip6 O.5 fo*t alxtrs/* gr®wndl surfa**, at elevation 71.5 fett. 8/I6/50, 17 (log)? 10/12/50, 19.6; 11/6/50, 20.2s uA/50, *o.65 1/3/51!) 2O065 »/i2/5l, 20.25 3/20/51Lp 18,28 UA7/5I!. l8o6j 5/16/51, 15.65 7/16/51, 19.75 8/l7/5lp 20.7; 9A7/5li. -'i.o? 10/10/51., 21.75 11/19/51, 22,5; 12/18/51, 22.95 3/25/52p 9.'*5 V22/52, 9.4$ 5/19/52, 9.55 6/16/5i, 9.58 //i3/5i, il.55 8/5/52, 12,1; 9/5/52, 13.6? IO/17/52, 15.35 11/3/52, 16.O5 12/3/52, "ihch 6/9/53, 12"^; lo/2l/53.» I'^o'^o IOSAW-I9E2 ■= U, S. Navy - 2,875 f*'»* iso«?th, W,W50 f*at west of southoaat aomaa^ ^t section I95 Camp Psndlaton, Referent© point = ground siurfaae. Spiring 1951, W (l^g)" 10SAW=19L1 = U, S, Navy ° 2,525 f**t nwf^h, 3.085O f»«i weSt of soutiieajit oorner of eeetlon 19s Oamp P*incll*tono Rafefftmse point ■» gscwmd S'lss-faigis. Spring 1951." -^5 (1^« . 10S/5Vf-12Rl - 00 So Navy - 1,050 f*ivft noif*!(i, 300 ta-t W6SX af c^utheaat (SaiPner «f aeotlon 12? Camp Pendleton. Refer*n©e point = top of oaaing ai gf juna eurfaot„ 2/17/20, l4 Jas^g); 9/12/50, 21,95 10/12/50, 22o't5 11/6/50, 22.75 12A/50, 23.7} l/3/51.> 23.6s 2/l£/51p 2i».05 3/20/51, 23.9? V17/51.V 23.85 Vl6/51p 2«*o:^5 7/16/51, 2l*,lf5 8/17/51, 2i*.8o 10e/5W=.13Gl = U. S. Na'sy = 3,*»60 fe(»t n-sKPtSi end 2,200 f*ist west of s^aiahieait coiMK!!!? ef «e«tlon 13s Camp Pendleton. Raferanoe point - top 4f easing l.U fent abi^rs gf&mii surfMe., at elevation ll6,U fest, 8A7/51, 660'ts 9/12/51, 66.7; 10/10/51, 67,1; ll/l9/''51p 67.7; -vlVsi, 68,05 3/25/52p 6ito«+; U/22/52, 56,3s 5/19/52, 56o3s 6/17/52, 56,6; 7/15/52, 57o38 8/20/52, 58.55 9/8/5^,' 59.25 10/1V52, 60oi»3 H/I8/52, 6i,7; 12/23/52, 61,2? 1/20/53, 57.8s 2/17/53, 56.85 3/2V53p 56.55 5/26/53, 58. Is 6/30/53, 59^05 10/26/53, 59.9. IOS/5W-I3JI =. D, S, Na'«y - 2,050 faia* ooirSiSjj 1»160 f*s* w*st if souisfeeast ®*ifniiff' wf ueatlon 13s Camp Pendletisn. Refarenee point = (a) top of easing 1.6 fw*t fcbv-er. gis-iiund aius^Jf«*(S, at ele'«ution 70,60 fe«t (8/17/51 *a^ 9/12/51)5 (b) not daserlbed 1,85 t^^'^i «,bm* ground ^ih.-ts^it), At al'swation 7^-085 f**t (10/23/27 it prasesrt), 8/17/51p 19.35 9/l2/51p IS.^f! 10/23/5ip 16.7^ U/i/Sl" l«>.8? l:i.A/53, 17,35 ii/17/51, 17,5; 6/16/52, 4o9s 7/1/52, 5.55 8/5/520 6,65 9/5/52p 7.95 10/17/5'<" 9.63 n/3/52, 10,55 7/15/53, 5.85 8/20/53, 7.35 9/2/53, 8.0; 9/22/53p 8.1to 10S/5W=.13R1 - U. So Na'^ - 275 ^^'^ noB^fe, 1,050 f ei^.; yrat of «o«ir«hea»t ©us^ntp eff 8*®-^ion I35 Camp PtndlO'Jon. RftfertsiBse point - l^ww lip of mea«u!f>ang pip* 4,0 f «.»■« abiirvo groond *xir!ra©«, at el9«atlan 62 fet-s. 2/l8A7p 8; 12/10A7, 5.5; 1/1/^p 1:2.8 2/>A8, 95 9/i'+/'*5'p 8; 10/::,'^9p 8; 3/2;/50p 95 7/23/52, 3-5 COWR), 10S/5W=ll+Pl = U„ S. Na'By - 525 f(**t nwrtti, 2j,700 fe*t west at sojrttjsast (sti«raa!f of »e©tlon 14; Camp Pendliton, Referanee point = pump basa 6 fest ab*-?* grsuni svirfa'aa, at eleratldn 64 faet. j/S**, 2 (lag); 7/23/52, 8.5 (DWR). 10S/5tf^l4ai = Uo S„ Na^ - 1912$ toAt north, 1,925 f.-it >r«st of soutbaast (Corner of section l4.- Camp Pendld*on. Refersneo pdint - tip if easing V feat hbl.M gr-j-iaid vos-ttui*,, at •>levaticn 57 f**t, 3/5/50, 3»5 il'g); 9/1V50, 5.65 10/l^/50o 5.95 11/6/50, 6,2; 12/V50, 6.1s :/3/51p 6o4j 2/12/51, 6,45 3/20/51, 6,5? '+/17/51, 6,5; 5/16/51, 6,6; 7/l"6/'5lo ;.2; V3/5'u 8,65 lo.''lo/5l, 8,0?, 12/17/51;. 8-3; 3/25/52, i.9? '♦/22/52, 2,4; 5/19/52, 2.8; 6/17/52, 3.^5 7/23/'5i, 3.8 (3Wfi h 8/5/52, 4.15 9/5/52, 4.7; IO/17/52, 5,15 II/3/52, 5»35 12A/52, 5.0; 2/17/53, 3.0 (EWR;? b/9/53. 3.9 '.rwR'" 7/17/53, 5.8 (iw, 10S/5W-23J1 - U. S. Na»y - 2,550 ttutt nor 9OO f*6t weaf ol 8ou>;n«aat sJrnAr pf tectlon 23j ramp Pendleton, Referenise p^-int - top of oa^tng 3.0 ft*t abivft gpjuna s-iit-fate, at elavaiion 54,8 feet, 9/19/50, 9«5; 10/25/50, 5.6; 11/20/50, 9,6; 12/11/50^, 9,65 */i5/5i, 9''*r i'/i2/5lp 9.2; 3/^0/51, 9.0, G-70 DEPKIS TO GRO(M- WATBR AT WEUS SN HiiDROGRAraiC UNIT NO. 6 (D'iipfia til loatAif' in feet meajMVjrvd Seam rtfttronea point) (©limtinuftd) 10S/5W-?3J3 - U„ So NaT/ - 2,0 060 f »*t nw^h^ 550 r»»>t wist of aoutheast otim«r of »o«tlon 23 j Camp P«inJ i. sftatio Ref«r«M» p*lnt - top vf owing 1,8 fsi-t Abj^e .ground i»us»fao», at elevation 55 foeto 8/20/5ip s„i; 5/W51p 9<.3; W3/51p 9»5r l'^/i>.'5lp 10«0; l;J/li3/51y W.o? 3/25/52, '♦"^l V22/52, U.7j 5/l'^/52, 5.3f 6/17/52, 5085 7/iV52p -^% V22/52, 6065 5Ai"52p 7c.i; 6/17/52, 7o6? 7/15/52, 7o95 8/20/5:1, 17.8? 9/8/52, 9.O5 10/1V52, 9o25 11/18/52, 8045 i:^/iV52p 6.65 1/20/53, 6,1b 2/l7/53« 6o2s 3/^V53, 6,35 5A'6/53, 8,5; 6/20/53, 7«98 7/2V53, 9»l5 8/iV53, K-55 9/^0/53, Jobs 10/26/53^ %\i 11/30/53, 8o9k 12/28/53, .8060 l'^5/5W-?.3ai - '1', S„ Navy •= 260 fe&t <,.aifj-h, lo510 fast weat ^-f ®sttlchea*t oowier of section 235 Camp Feti'^lt-lsw:, R»f avisneis p^'.Jnt = tcp ©f isajJii-ig 1,9 fs^t a-bLO-** gspciiad satf'fa©* at eiwation 51,9 (8/17/51 tti!r»^-#. 6/ll.'52:,ij (b!- nat Q*3(&irlb*l 2ol'4 f*'i't ab«;W*. gPt-iaiwuJ 8iwf&®*s at elwvatian 52ol fe>st l'7/7/52 *j ss^sjwl^''-.' 6/l7/§ip 8,?? "9/12/5I0 9o5? I0/10/5I0 8.95 11/19/51, ■ 8,8s 12/I8/51, 8,55 3/^5/52, 6.65 V^V52* /oai! 5/i9/'52, 7,:/^, 6,'3.7/^>2, 7„'+£ 7/y/$'.o 7-7? 7/W5;-, 7o7; 8/5/52, 7063 9/5/52, 7o8^ 10^W5^p -/.S? U/3/52, 7oS5 1S;V5-, 7o6s l/:«7/53, 7oO§ 2A//53.. 7-^? 3/W535. 7"2 (O.SoOoS.); 5/W53p 7o5 ft«s»G.s„); 6/9/53p 7o5» 10S/5W=>;;I'4G1 - W, So Jt.'sy " 5„22.5 Jaot U'BsHaii.o 351^00' f«n^ wasst 0? ajWfctoie&s'S c®!Mn«e> ef ssotion 7)\% Camp P'onaiGrfesaio Ee.>rfcr«iss p® l>.lS/5»r":'^D]l, •= 'S, So' H^-ay - 'to775 i'mis* noifttp ''•.0I5O f'»ts* ■#-96--i «4f ««*K(«h8a;gt ©.srn®f> ot esotion 2^t Camp P*ndlfc-li'iMio Kw.fispissi®!!! pofcirt -= ^«iui!«d eiiutj'fajsiio 7'.)^f 7 •M'S.'" 2^/^--M& - S, So lffa.vy " 3;,j.i'.5 ;*i«il: aoiyfe, 'if.'ffS f-9i.** •«i.'.>st :• - 3p700 fowc- iiapSho 650 f. •'■•"; Hvar i-f fii!ijd bupfascp at elevation 65.^5 ?'««t Ci/yj^./^C thif^igil? liA/5C«/i; (b) nets dw««sf:lb'Kl 2»3 ?,»>•■% ab«*« gifS'Jnd >i('!;irffti8'»j, at elevation 65,8 foist j'iri/5f/§o %6 psfss^wrt). 6/Si*/5o„ y„5 i;j.,iig'.<: 5iA^/50o l.l*"?; to/lf'/jo, iM-o'^,; 11/6/50, i4o7s U,H/^>.)s l%o98 1/3/51- 15ot3? I/15/51..0 l'*..^? 3/.^0/5;:w ^l^^^;;, 5/'.:i.b/i)io Wobs ll/i!fe/§lp 17.5s 12/18/5I, ■i.*.&5 ^/SJ/Slij, S,95 V^^V?:'.. 8.35 vi9''5*o 8,8; 6/f?/'^ln 9o3; e/5/">^, WAs 9/'5/52o llo4j 10/17/52, l^.oZi IJ.,'3^530 a''o*^5 12A''529 :ii'o£s i./;f;/53^ 5.5? ;VX-'V53,. 9o3; 6/9/53^ lOoB; 7/17/53? l*+»l; 10/21/53, i4o?.5 r: V53P a''>oO„ l!:iS/'5W-.2''»',2 - "Cf, So .H^'s^f = 3.0650 fiflfiit, in...ig»tJi„ 9OO fanvit. wus* of 9.»atsy;«a,wi OiSinoiP @f saetlon 21*5 Camp Fc«iivlii»ti«to Riafaraas* p&f.is15 - gynwixi aMff.'Li.vao 7.'',i^-,s b i'l^sfe'. 10S/5Vi'<-2i^-JlR - 'lo So amy - i.i,025 feat mort&o "^.^bOO f'Wi--'!; w*s.t rf 8tu«,iMi#it ©upn-sp of s«istiori 2'<-5 Camp .f'diniS'i'.-t^ijiino R®fer'ii2iifl4 po3,3it »- %-sp -sf eajlfsg lo'iJ- !?''Viit «ib.w« gv-f^urid suirJ''-^*,, at els'yation 5^,'* t«4*o 9/l-'5f'.> ^o-h V/Vl/^K. 5-6s 11/6/50, 5„lis l.;-''4'5C!p 5„br, l/j/jl., 5,7; ;,/32/5i, 5o3s: 3/20/51p 5ol? Va7''5i.9 5-55 5/a6.''5'Ap 5^3? 7/16/S^^ ^"^B 8/17/5lp /"Ss 9/17/51, I'M 10/10/51, 8,>25 11/19/51, J-")', 12/l6/51p 7»9? 8/27/52, 13o^; 9/5/52, 13,85 IOA7/52, WoOj 11/3/5^, 13-75 12/V5'2, 12,8? 1/27/53, lr;,.-55 £/3.7/53a IS.c'h &-71 DEPTfB TO r,aouro '-'Atkr at vBhis IN HYE.XCGR..PHIC ut;*.t ho. 5 (Dejrths to wa-tez' in I'-JSt ■afiasurod from roforenou pol&'t;) (oontin.ied) Measureaeiits for the fcliowiivg W9?.le are from U. S. Navy .-3o*rd9, ssae,-A as indioa-Oed 10S/5W-26L2 - U. S. Nr-vs" - 1,735 feet north, 3,010 fest west of scuthaaat comer c' oeotX^r. 26; 2 foo-i west of well 26L1; Canp Pendle'jon, Reference point - top of ciaslng 0//6 foot above gTC«.id surface, e-f; eleva- tion ?i+:78 feet 10/3A1, lU.7; 11/5/51, W 7, :.2A/51. l'-*-?, l/7/5>-, 3?-.C, 8/5/5-, 3-7; 9/5/52, ?.0; 10/17/52, 9='+,' 11/3/52,' 5. 1; 12/4/52, 8,6, J./27/53, 7'^i V17/5?, 6.2; 6/9/53. 7.S; 9/22/53, 10- Is 10/27/53, 10. 6^ llA/53. 10 6. IOS/5V/-26L3 - U, 3, Navy - 1,625 feot north, 3,025 ^'eet wss-c of southeast comer of section 26; Carap Pendleton. Reference poln<; • tcp' of oeil'.ig I.5 feet above ground sijrfeoe. 5/51^ 10 {?.ok.1| 5A/52j ll-i).; 5/1^/52, ll'^j 7/16/52, 12.2; 8/20/52, 12,8; 9/12/5.^, 12.8 IOS/5W-35JI = U 3; 'fevy - 2,30c feet -lortr.^, 1,000 feet wesc of soutl-.eant ooi'nar of seotlo:-. 35; Caup Pendleton. Refsromse point • top of casing at gro'jnd surface, at nievar^iOTi 2C feot 7/''5/52, 13'1 'uW?.); 8/5/52, 5.3 2; 9/5/52, li+,2i 9/15/52. 15'1, lc/17/52, I't.'ti 11/3/52, l^t.^f 12/M/52, 15-6.: 12/18/52, 15. 9^ ll/i>/53, 13..-'. 10S/5lir-35Kl - 'J. S, Navy -- 2,50C faet nofih, 2. 4^0 feet west cf southes.r.t oor.ieir of section 35; Ccmp Pendleton. Reference point - pump b?-3e 0;5 foot above- grcimc aurface, at olovatiori 28.1 i'eet. ?l/36.« 12 (log); 3 '27/51, 22.5, V17/51, 23 1, 5/10/51. 23.3. 6/2C/51, 26.35 Vic/51, 2r,.5; 3/l2/'5i, 27.7; 11/26/51, 22.6; 12/28/51, 22.0; 1/7/52, 21:2; 2/l!+/52, 1I+ 5f 3A/52, ll.S^ W52y 11:5, 5/5/52., 12,0; 6/2/5?., 12 2; 6/3O/52, \^>6i Spring 1953, 11-9; fa.U 1?53, 16, 3i Spr-ig 195*+, lO.H. IOS/5W-35K4 - U. S. Navy - 2,525 feet norths a.'-vOO feet -.jost of southoisl oo?-.ior of saetloi: 3' ; Caiap ?endle^;on. Reference oolrt - top cf caslnc 3^0 feet above gro\;rd sui-fao-;, at eUvatlor: 30 56 '"eet. 3/51? 22 (Xog); 5A/51, 2'+'.7i 5A6/51, 25. li 7'''i6/'ii, 26 Oi 8/20/51, 27,1; 9/12/51, 26,4; io/3./5i, 27^7; ii/5/51, =7.7; 12A/51. 26-3* I/V52, 2^.7, 2/26/52, l'K5.; 3/V52, l^-b; 4/7/52, 13^1; 5/5/5?^. 13-2; 6/2/52p 13.75 S/5/:2, 17-5; 9/15/52. 19 2; 10/X7/52, 20,0,- 11/3/^2, 20.9, 12/V52, 19-5; 1/27/33, 15-2; 2/17/53, W-6? 6/9/53. 15-6; 7/17/53, 17.7, 9/22/53. 2i.i*; 10/27/53, 20:9, nA/53, 20- 1, 10S/5W-3gC5 - 0, S, Navy - 2,0't5 fe«-t rorth, 2,350 feet wos". of south.-vast eopner of section 35; Canss) Pfladlccton. Reference point - top of casing 1-6 fest abo'^c ground surface, at olova.v5.or: 26-8'.' foot. 3A7/5^-, 27. 'i; 9/12/51, 25,5; 10/3/51, 29 65 11/5/51, 27 M I2A/5I. 2U-7; 1/7/51.. .'2 = :^'; 2/1V52-. I6.-O5 3.'V52, 12.7.» V7/52. 12.it; 5/5/52, 12.9; 6/2/^2, 13-0: 6/30/'S2, 16. Oj 8/5/52, l?'5i ?/§/5^.^ 21. C; 10/17/32, I9.6! 11/3/52, 19 Ai 12A/';2, 18.2; l/20/55„ 1'*.0; 2A7/53, \k.O; 3,/?V53. 12. Bj 5/26/53, l^^S; 6/30/53, 19.5.5 9/28/53, 20 3; 10/26/53, 22.1, IOS/5W-35RI - U S Navy - 525 faet nosfth, 1^050 fe*t wes+ of Sfliirihafu.it pos^nar of soctlor: 35; Camp Pindloton. Reference point - (a) -top of easrii'sg I.5 feet Bboro grouisd sisrfaso, e.i el<»'7'ition 2i4,5 i^aei (5/13/50 <*^''<* 10/12/50); (b) no-i desci'ibod 2 foe-'. aboTre ji'omid sxir'ace, at olerwitior -?5.,0 feet {II/6/5O tiiro^i^ 3/V5l)» 5/37. 6 (log); 9/13/50, 5IO; 10/12/50, 29.6; U/6/50, 32.3; 12A/5t'. 26.8; 1/2/51, 29.0; 2/5/51, 2506; 3/5/51, 2H,6; »4/2/51, 27.U; V7/51, 2606; 6A/5I, 2U.1; 7/2/51, 2S.5i 0A./5A 33.8; 9/y51, 26.8; 10/3/51, 3O0O; ll/';/53- -5'3s 12A/51- 27.7; 5.2/2S/51., 23-3} lA..'52, 23.^; 3/I8./52, lM$ V7/52p 13»'»j 5/5/52, 15-3; 6/2/52, xlt.l; 3/5/52, 20o2; 9/5/52, 25.55 W/l';/52, ^3.35 11/3/5^, 2-.'^; 12A/52, 19. 3; 1/27/53, 15-51 2/17/55, 16, 9f 6/9/53, 16. 1; 7/17/53, l6»5i 5/'22/5?, 22.5; 10/27/53, 20„l; lI.A/53, 18,2. 10S/5W-35R2 - U. S,. Navy - 500 feet aorth, 9OO fnirt woat of Eeuthi»!ist aemor ot seetlon 35; Cenp Pendla-ion. Reference point - top of oMlng 1 25 fast abova g.'nund svrfaca, s.t clcT^ation 25. I9 i.*4«t. 9/13/5°, 'l.^i 10/12/50, 29A; U/6/50, 31^8s 12/V52, 26. 5i 3/18/52, 21,»«; 7'29/52, 20, 1 (IWR); 6/9/53, -7=0 (DWR); 11 A/53, 18.0. 10S/51/-35R3 - U. S, Navi' •• '♦50 foet Aosrth, 1,050 ."ee-i vest of oo..,thpaot e-oniw of aeio-iion 35; k t'> 157. IIS/5W-IEI - V, S Naty - 3.6'DO foe"S north, 5,2^.0 f.9«t wea*. of sou'th.aast coi-wcr of oeciion 1; Caiap Pendleton. Reference point - top of oisir,g 2 5 feet abr/vo ground sorftwe, ut elevction 23,5 fo«t, 9/l3/50p 30.3; 10/12/50, 29^3; n/6/50, 35-6, 12A/50, :-^6.2; I/3/5I, 25.9; .^12/51, 22,7; 3/20/51. 2i'..6; (DWR); lC/21/53, 19-6 (DWR)„ nA/5?p l7o4. G-72 BSPTKS TO GROUWD WATER AT WELLS IN HYEROGPjVPHIC UNIT NO, 6 (Depths to iicter in fest measured from referenoe point) (eontinuAd) Measurement* for the folloHlng wells ard fron U, S^ ^Sa,v]r reeot'ds, except ae indicated 11S/5V-2A1 - U,. S» Navy - 5,100 foet north, 850 feet west of southeast oomer of section 2; Camp Pendleton. Ro?er«no* oolnt - hole in pump base 2,6 feet above ground sur^aoe, at eiswition 2U.6i feet. V37, 5 (log); 2/18A7, 23; 12/10A7, 22; I/9A8, 21; 2/7/48, 18? 2/22/U8, 2^; 8/15/1*9, 27; 10/2/1+9, 30; II/29A9, 30; 3/2750, 21*; 12/15/50, 33; 1/51, 32; 2/51, 33; 5/21/5A, 25„l: 9/12/51, 27.0; IO/I/51, 27.8; 11/5/51, 24.4; 11/27/51, 24.6; 1V28/51, 22.9; 1/7/52, 22.9; 3/4/52, 11.4; 4/7/52, 13.2; 4/28/52, 22? 5/19/52, 12»1; 6/2/52, i4oO. 11S/5W-2a4 " Uo S» Navy - 4,550 foet north, 65c feBt wust of southeast comer of aoctlon 2; Camp Pendleton. Re"orenoe point - gccund surface. 4/12, 6 (log). IIS/5H-2A5 - U. Sc Navy - 5,050 faet north, 8OO fe«t we3t cf southeast comer of section 25 25 feet north- east of well 2A1; Camp Pendleton. Refei-enoe point - (a) top of plpo 3-0 foet above ground surface, at elev&tlon 25,0 (5/I6/5I -"Ihrough IO/I/51)} (b) rot described 4.4 feet above ground surface, at elevation 26.4 feet (11/5/51 to iTonent). 5/51, 16 (log); 5/16/51, IB.^S 6/20/51, 18.9; 7/16/51, 18^9; 8/17/51, 19cl; 9/12/51, 19cl5 10/1/51, 19^1, lJ/5/51, 20cO; 12A/5IV i:o.2; 1/7/52, 20.2; 3/18/52, 19.3; 4/7/52, 19c If 5/5/52, 1806; 6/2/52, 18<,7; 6/30/52, 18.6; 7/23/54, 18.6 (DSR)j 3/5/52, 18.5s 9/5/52, l8o4; 10/l'//52, 18.4; 11/14/52, 16.?.; 12/ij/5.% 17.8; 1/27/53, 16. 2 (DVfrl); 2/17/53, 15.6; 6/9/53, 13.5 (DWR); 7/17/53, 13.1; 9/22/53, I3.'*s 10/27/53, 13^0; ?.1/V53, 12-9- 11S/5W-2D1 - Uo So ilKvy - 4,750 fos"* north. 1,675 ^ost vest of southeast corner of section 2; Camp Pendletoiic Reference point - top of casing 2,33 faet abovo ground su>»fa«8, at elarrction 24.3 feet. 4/12, 6 (log)l 7/29/52, 20.? (DTO); 6/5/52, 2i..f,| 9/5/52, 23.3s 10/17/52, 23.8; n/3/52, 22.4; 12A/52, 20,0; 12/31/52} 19.2; 1/27/53, 15.7; 2/17/53, I6c7; 6/9/53, 19.1; 7/17/53, 20.3. 11S/5V/.^2B2 ' U- S, Navy - 4,750 feet north, 1,675 feet west of southeast comer of section 2; west of well 2B1; Camp Pendleton. Referenoe point - top of easing 2.0 feet belosr ground surface, ftt elevation 20:C feet. 5/i6/51, 23.9: 6/20/51, 24=5; 7/16/5I, 26,1; 8/17/51. 27,3; 9/12/51, 23.9; 10/10/51, 24.9; 11/15/51, 22.5; 12/18/51, 207^ 3/l3/52p ll.O; 4/22/52, 11.?; 5/19/52, 12.5; 6/17/52. 16.I5 7/29/52, 19.2; 8/5/52, I8c2; 9/5/5^, 20.4; 10/17/52, ?.1.6s 11/3/^2, 21„4; 12A/52, I6.I; 1/27/53, l4.2; 2/17/53, 14.4| 6/9/53, 17.6s 7/17/53» 19o2; 9/22/53, 20c7s 10/27/53. 18. 7s UA/53, l8.4o 113/51^-231 ' U. S. Navy - 4,850 fest north, 3,950 feat west of southeast corner of section 2; Camp Pendleton. Reference point - not r«port«»j 8,V52, 6«'^-5 9/V'5a, 6 = 9; lc/17/52, 6.95 11/3/55^, 7.0; 12Aj/52j, i.fs 1/57/33. 3.-3;: -V17/53. 3.=<-s 6/.V55. 3-7 (Pwn)i 7/J///53, 3^?; 9/22/53, 5.5; 10/27/53, 5»05 1W53, ^^'*- llS/tW-2Kl - U, S, Mavj' - 2,325 iTsot noi'tki, 2,^25 -feet vest of dcut5».«fl3'i eepnap of ftaotlon 2; Oamp FendletoTj, R«f6i-enct pcjnt - U>t> of wfling 5o" foav, a;-jO"w» gi'ouivi Tjriffiuo, a-'s (B:.«va';ion 23.11 f«et. 4/21, t (log); i2/iO/i»7\ 26o^^ -lA-^JS, •■';3; l/2S/-^(■, :iSj 2/?.5/ltS- 23; ll/3?/?lo 23.45 12/3/51, 26.5; 1/7/52, 21.2? 3/n/52, 10, 5| VW53:. 3^/5 5A:/ii2, il.6; 6/2/52s 15.38 6/30/52, l6o<;s 7/23/52, 21.8j 6/12/52, 15.33 6/9'53, 1?,0, 11S/5W.2K2 - U. S,, Fe.'oy - ■J.s.%0 lee-is.roi'tJ,, i,755 iii^^ wob-S a? aviutJiisast eopRaf o? saceion ?; Camp Psndlrioap RefnrcKce uoin-t ■• (a)t.i»p ci ^ajslng 2.; foav. ei'io--* ground siwfAca, aA alovation 26.0 (8/17/51 aia.>vn g>«(nswJ swipfaooy %-i slsva'iloa £6,'«- feet (.9/l/5i to ps-esoalt). 8,-l7/>lo 2'?.5; y3/'55., -*«-.5- loA/5', 2»:«.5b 11/?.''?1, aj.jj 12/3/51, 2;\S„' lA/52-, 22,2;. 3/a'3/32, 15^5? 'i/b/S^, 15.flt 6/2/52^ I5.!?j 7/23/5^, Vck? r../5/5^s l^-^; 9/5/52<, 18.3; 10/7/5^, 19.2; 1-1/3/32.- l8.:?i if;/V52» 17= 3§ i/27A3, iJ^^s 2/17/5:5 15."; 6/9/53. ^-0 (dwr); 7/17/53, 17*55 l0/26/'53, 3.7. ?o 11S/5W-2M1 - U. £» Jfawj- " 2,500 feei-i rwrili, ^,300 fmst was* o:f' scu-sSia^t ©lii'tiap oJ s»@tlon 2j Camp Pendleton, Ref'^psnee polR-4 - tor; oT oasisEig '1 fe-j-l.:, abwre g:^•oun<;'; a-urffr^sj, a"« eloFa'^ton 17»'+ feat. 6/9/53, 8.7 (DWH)' llS/5lf<.2!tt - 0. "ss Na«y - 6OO faot .los-^to, 5,200 ifeot woo^ 0? sowsLicaai; ^oryaL* ci" joetion 2; Cjaip PendlotoHc Reiereims point =■ top -^f «a8ii.iWU ll/3/'?2s 13^?; l2/Vf/2, I'-O; i/5/33, ^%6; 2/9/53, 9..0; 3/6/53, 10.1; '4/6/5% ?=.5; 5A/53, %^^-' 6/?./Z?, V^.O; 7/^3/53, I'-.v.'! VlO/5,3, 13.6; 9/8/53, ^-85 10/12/53, 13.6; ia/9/53, i^.15 12/15/53, P^'"^' IIS/5W-2N3 - M„ S, Ste,^ - 80C reet aorfe'a, 5,1CC' ?o« trwi; ot aiirthnasst sonn? ef S9©vlon 2; Caar^ Pendie-fioao Rsfepenais peilKt - trp oi? easlKg 3^^ ^'^e* '-'oeTs ^t)\a>.& sai'iTaaej at eio'rA-»i?n iSoit f09-!i„ 8/17/51, 20.8; 9/-2/5I,, 20o7; iC/l/51o 2Co7s n/5/51„ 2C.5; 12/3/5?.„ ■:iCjji 1/^52. 20.0; 3/13/52, 7.2; V7/52, 3.55 5/5/52, 8-7? 6/2/52, 9.-:,; 7/23/52.. 70-7; T/lV^t-', i-»,>j 8/5/^2, l-,.3; 9/5/52, 11.7; 10/17/52, 12=55 lL/'3/52, 12»3; l?A'/52, 13.1? 1/27/53, 7.75 2/17/53, 5.65 6/9/53p lo.:. (DVR)? 7/^7/53, U.»4; 9/22/53, 12,9; lo/2;/53, 13.55 3.1/V53, i3.6. llS/5¥-2Pl - a. 5. Jfe-iy - 2*70 fast, nop-i'',', 3,15C .?j«* wast of scuthoaat somep f)!r saotion 2; Caap 7/26/ 38. , 11/18/ 35^75 10/26/53, 35.it. IIS/5W-9JI - C S, ffe^ - 2,000 fsifst iio-j>th, lpl05 fsiyfe vest of so'Qthaaet eorKSP of esatlon 9; Caop Pendletono Referwaea poltrt = ■joe* ef oaslrag 3.0 f9»t Aoo^ys g^ciaid eurfaes, a*. 9l«7a\;:lcn 9.3 :?eet. 8/17/51. 3^6; 9/11/51. 5.5; l0/2/'5i.. ?.?; 1V5/51, '--7? 12/3/5:^, 7.6? 3/£7/52, 5.0; V22/52, 5,2; 5/19/5^j 5.-^5 6/16/52, 6.1? 7/l'''/5-'^, ^.-.; eA9/■>^, 6.-'.; 5.o.'iV52, 6.:)5 II./I8/52, 6.3; l/5tO/53, 7.2; 2/17/53, 5-7; 3/23/53, 5.**) 5/^-6 '53, >7i 3A3/53, 5A> 5/26/53. li-'^.s 6/29/'5?,- 6.2; 10/26/53, 6.6. IIS/5W-9J2 . II. S, Nasy - 2,00C fjst sio^thj, 1,105 -e®» w^st of 3ov.theast &> 06 *. OS OB ».g. o. .. .. .. .. «!-» o z IS 00 eo o >-l »4 O e i-i j» .-) ^ -g " " 17^ n.t %, » n o.^ r^ ifl » O il ^ 3 CI" « r-~» O K u •H n .. ., 1 ^ 3 ■*• ^ 4» § iS O s o <-^ oo t^ 0!) ». ^ a s .. 0. s. O. 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Ie- %, o.) is fH ^ « It' IS O Q.II ^ lis o Q 8 ^ NO O OJ M « UN) « Ml 9 ^ +> ft ^S *1 2^ 1 w 4» re >» n K >> •♦» ^ +> ■P t ^t ? vi t:^ •rt ■t' +> •r* U 1 -g€ 3 s c g ■0 u § ° & " 1? ^ *» s.. -^ +» ^ » ^^ <6 '— • "^ "^ *^ *'~J? *^ r^ g^o o. a o, Oo g« o cf S 3 3 S . 9-29.50 10- 6-50 10=13-50 212 212 210 918 646 748 12- 8-48 12-16-48 210 210 765 10-20=50 212 594 1- 5-49 206 10-27-50 216 578 1-10-49 208 765 11- 3-50 208 578 1-24-49 192 700 11-10.50 212 561 1-28-49 204 700 11-17-50 204 527 2- 4.49 216 765 11-30=50 200 561 2-11-49 216 765 12- 1-50 202 583 2-21-49 210 765 12- 8-50 196 565 2-24-49 2o4 700 12-15- "JO 200 616 3- 4-49 160 700 1- 5-51 180 582 3-14-49 136 700 1-12-51 246 727 3-I8-49 208 -'00 1-19-51 236 702 4- 4-49 204 765 1-26-51 248 684 4- 8-49 204 720 PARTIAL M'NfBAL ANJi*S£.S OP GROUNn WA-'EP.S iN SANTA MAROARJTA R.:VIK WATERS'aEE'^ H-61 : : : ififAl ' . ' , II 1 1 1 Total Wall : : ChlorMftp : dlBiiolveol w,n Chl..r?.a.-, , i ciA&iolv«d number : Data s ppm i solia*p :.. PP«B ntaber Date PPW .„„.EHL IIS/5W- 2D1 4-15-1*9 212 765 IIS/5W- 2D1 B-i5-50 224 1,054 U-29-49 212 720 9- 1-50 23J If 020 5- 7-'+9 204 765 9- 8-50 228 1,071 5-13-^9 212 765 9-15-50 2. '8 786 5-2't-it9 212 725 9-22-50 iiJ 1,105 5-31-49 224 680 9-29-50 232 lj,020 6- >.49 216 765 10- 6-50 232 1 020 fi-io-U? 192 700 10-13-50 224 986 6-17-49 192 700 10-20^50 232 720 6-24-49 198 700 10-24-50 217 843*' 7- 1=49 220 840 10-27-50 228 714 7- 8-49 204 765 31= 3-50 236 7X4 7=18-49 212 714 11-10=50 240 714 7-22-49 228 850 ll-l-J-SO 236 714 7=29-49 204 765 11-30-50 228 680 8-11-49 224 765 12- 1-50 224 726 8-12.49 210 765 12-15-50 i;6 676 8-19=49 188 799 12-29-50 194 664 8-26-49 200 714 2= 9=51 228 820 9- 2-»49 204 850 2-17-51 228 826 9-12-49 204 765 2-23=51 224 787 9=16^9 208 850 3- 3-51 248 735 9-26-49 20»* 714 3- 9-51 220 770 10= 3.49 208 680 3-16-51 228 812 10- 7=49 208 765 3-27-51 192 760 10-14-49 212 850 3=30-51 188 735 10=21=49 204 680 4- 6-51 184 770 10-31=49 208 765 4-13-51 184 752 11= 4-49 204 686 4-20-51 164 752 11-14-49 216 =^^ 4-2'>-5i 208 752 11=18-49 204 765 5- 4-51 200 750 11-28-49 193 769 5-12-5i 212 770 12- 2=49 209 765 5-I8-51 220 786 12- 9=49 209 765 6- 1-51 224 770 12-19=49 212 685 6- 8-51 224 r;o 12-23-49 224 ?14 6-15-51 216 727 12-30=49 212 71t 6-22 51 224 770 1- 6-50 208 7?4 7- 6 5i 226 770 1-13-50 208 810 7-24-51 204 770 1-20-50 204 7'A 7=^7-51 224 800 1-27=50 212 8l'J 8- 8-51 216 790 2- 3-50 216 684 8-13-si 220 820 2-10-50 212 810 8-24-5: 220 665 2-17-50 ._= 810 9= 4-51 224 684 3-10-50 208 810 9-10=51 228 664 3-17=50 196 810 9-14-51 220 684 3-27=50 200 810 9-24-51 228 82g 3=31=50 200 810 9-28-51 236 821 4- 7=50 204 774 10= 5-51 226 I0I27** 4-l}t-50 200 720 lo-i9-5:i. 240 810 4-21=50 208 810 10-25^.51 236 S3 4-26-50 204 810 11- 1-51 232 5- 5-50 208 810 11- 8-51 244 840 5-15=50 204 810 ii-2:»-5i 232 615 5-19=50 212 810 12- 6-51 22« 600 5-26-50 206 810 12-13-51 220 840 6- 2-50 21? 720 12-21-51 2-26 650 6- 9-50 216 7?4 12-27-51 232 860 6-16-^50 216 756 ^ '^ '^^'^ y^ 640 6-23=50 212 730 iEl 11- li.H? i.b8 — 6-29-50 224 ?9> 1.-20-47 160 _^ 7- 6-50 220 b:o 12- 4-47 ;69 --~. 7-14-50 224 774 Z - 6-46 165 ..,= 7-21-50 224 -74 12- e-4fi 228 ., ■ . » 7-31-50 228 1,020 12-l6-4fl 240 7o»=. 7- "48 180 ..== 12= 8-48 190 =.,„ 12-16-48 200 595 I- 5-t9 126 1-10-49 164 595 1-J4-49 192 550 i'?e49 180 550 2. 4 49 190 595 2=11-49 190 550 2-22.-'*? 192 595 2-24-^19 194 595 3= 4 49 JfiO 55nt]Lnu«d) IN : t ! Total : : t Total V«ll Chlorld«p : disaolvad W«ll t Chloride, i dissolved numbtr Date : ppn : ■olidsp number ; Dato : PPa : Bolldep : : : ppm : : : ppcB 11S/5W- 2P1 7- 6-50 196 594 IIS/5V- 2P1 11-22-51 216 600 7-1U-50 2011 540 U-29-51 186 590 7-21-50 200 576 12- 6-51 200 650 7-31=50 208 731 12-13-61 184 640 8-18-50 20U 748 12=21-51 208 700 6-25-50 200 714 12.27=51 196 680^ 842'' 9- 1-50 196 731 1- 2-52 184 9- 8-50 212 765 1» 3=52 184 580 9=15-50 212 714 1=10=52 180 580 9-22-50 204 765 1.25-52 208 670 9-29-50 212 765 1-31=52 192 790 10= 6-50 212 7l4 2- 7-52 172 660 10=13-50 20lt 697 2-14-52 208 750 10-20=50 212 576^ 3- 6=52 212 750 10=2U-50 195 859*^ 3-14.52 188 700 10-27-50 212 561 3-21=52 180 660 11- 3-50 220 544 3.28=52 180 660 11-10-50 212 544 2K1 11=12=47 243 ==0 11-17-50 200 544 11-20=47 260 ._^ 11-30-50 192 sio 12- 4=47 297 •^= 12- 1-50 200 548 2= 6=48 167 -»,. 12- 8-50 200 565 7= 48 3l4 — = 12-15-50 200 598 12- 8=48 450 IpiOO 12-21-50 201 599 1?.16=48 450 u.~ 12-29-50 198 607 1- 5.49 480 — .= 1- 5-51 200 599 1-10=49 ^^=. 680 1-12.51 190 633 1- 24-49 480 lp020 1-19-51 196 598 1-28=49 480 lp020 1-26=51 208 633 2- 4-49 468 lpl90 2- 3-51 212 595 2-11=49 480 1,020 2- 9-51 20U 649 2-2i-49 465 IplOO 2-17-51 212 612 2-24-49 480 1,020 2-23-51 20I+ 615 3- 4^49 480 1^100 3- 3-51 212 615 3-14-49 480 1,100 3- 9-51 208 599 3-18=49 480 1,020 3-16-51 198 615 4- 4=49 440 1:)020 3-27-51 190 590 4- 8=49 484 1,100 3-30-51 200 599 4-15-49 488 1,020 k- 6-51 208 616 4-29-49 500 910 •1-13-51 200 599 5- 7=49 468 1,100 lf-20-51 204 599 5-13=49 356 800 4.27=51 204 617 5=24-1*9 376 850 5-18=51 204 599 5-31=49 384 900 6- 1-51 204 599 6= 3=49 426 900 6- 8=51 200 599 6-10-49 408 950 6-15.51 192 556 6-17-49 448 1,020 6-22=51 200 581 6-24-49 388 920 7= 6.51 208 616 7= 1-49 492 1,040 7-2it-5i 200 632 7= 6=49 496 lpi05 7-27-51 224 650 7-18-49 488 1„020 8- 8=51 204 620 7-22-49 468 i,i05 8=13-51 208 650 7-29=49 420 1,020 8-2I4-51 228 820 8=11-49 533 10X90 9= it-51 2>32 820 8=12=49 492 If, 020 9-10=51 232 820 e-i^"**" 412 1,020 9=l'+=5l 230 804 8-^26=49 432 935 9- 21*. 51 206 633 9= 2 49 5^8 1,190 9-28=51 204 633 9-12-49 512 1.020 10-19-51 216 618 9-16 49 496 1,139 10-25=51 212 618 9-26-49 480 iao5 11- 1-51 212 618 10= 3 49 4^0 935 11- 8-51 204 650 10= 7 49 464 1,120 U-15-51 216 632 10-14-49 476 1,215 H-6i, PARTIAL MINERAL ANALYSES OP GROUND WAT£RS SANTA MAROARaTA RIVER WATERSHED* i,ctontlm>eJ) IN ~T~" ; i To-tai Will ; ! Chlorld*,, : dlafclved iiumb6s° ; Da":* i ppn : ialida, : ppn ias/5w» aci 10-21-4J 11= "4-^9 n-iit-i-s ii-i8-'+9 ii-28-49 12- 2^1*9 12- 9-1^9 l2-.i9~i+9 12-23-I+9 12=30-4+9 1= 6-50 1=13-50 1-20-50 1-27-50 2- 3^50 2-10-50 2=.i7-50 2=24=50 3= 3-50 3~10=5Q 3.17-50 3-27=50 3-31-50 I4- 7-50 if=iit-50 U-21-50 4-28-50 5-15=50 5=19=50 5-26-50 6- 9-50 6-16-50 6=23-50 6-29-50 7- 6-50 7=14-50 7-21=50 7-31-50 8-18=50 426 1+64 200 418 483 512 512 312 340 430 520 540 540 530 560 340 330 460 536 520 560 530 510 310 460 420 480 200 430 470 500 409 512 500 520 520 530 540 550 1,020 l,:^c loCiO 1„096 1/^80 ia90 735 765 935 1;,116 iai6 I0090 If, 120 lpll6 1;,224 810 1,080 ?.pll6 lcl70 ia7o ipi7o I0170 810 iai6 IplOO lpl34 630 990 1,080 1^080 i„o8o i„240 l.„08o lp060 l„o8o In 116 lo495 l„462 "^ ■ "■ ■; : Total w*n : Chlorida, : disaolved rtuiLbe:' Da-fee ppn • olid*j, 11S/5W- 2K1 2K2 lOBl 8-25-50 J.. i„5o ^ 8-50 M5-50 9-22.50 10-20=50 U- 3-50 11-10.50 11=17-50 11=30=50 12= 1-50 12- 8=50 12-15-50 12-21-50 12-29-50 1- 5=51 1-12-51 1=19=51 1-26-51 2- 3-51 2= 9=51 2=17=51 2-23-51 3- 3=51 3= 9-51 3-27-51 3-30-51 4- 6-51 4-13-51 4-20-51 11-29=51 1-10=52 d 8-23-51 1-11-52® 9= 9=52 5-29-51 1= 2-52 550 570 520 570 590 580 610 590 450 550 570 460 420 451 475 410 338 380 380 452 570 450 370 ¥fQ 450 530 4oo 420 430 508 304 520 l43 157 160 267 650 1,445 lp442 lp360 1p394 lp44o lpll6 1,037 1,037 850 1,020 IpllO 890 958 lp026 lp060 975 804 873 889 884 ipi97 935 872 975 1,009 960 898 941 906 1.368 590^ 1,582^ 833^ 812° 650 994^ lp852'' ao All anaiysiss obtaln«»d from Onlted Statiss Navy^ bo Caleul&ted as eleets^liaal leonctuotaneu tim«s 007° c. Balled at /'^fi fo-itc do SeunplS'i aftsr two houifs pLWping. e. Balled at 292 rest. APPENDIX I RESERVOIR YIELD STUDIES (I-l) TABLE OP CONTENTS RESERVOIR YIELD STUDIES Table N Oc Page I-l yield Study^ Vail Reservoir on Temecula Creek . , , I-o Yield Study, Pallbrook (Lippincott) Reservoir on Santa Margarita River .... 1-4 Yield Study, De Luz Reservoir on Santa Margarita River .......... 1-5 Yield Study ^ De Luz Reservoir on Santa Margarita River, In Combination With Reservoir at Pallbrook V/ith 65.000 Acre-peet Storage Capacity . . u . .1-6 1-2 Seasonal Runoff Prom Streams Vi/ithin The Santa Margarita River Watershed and Semiseasonal Inflow to Existing and Proposed Reservoirs, Including Explanation of Derivation of Data 1-7 (1-2) TABLE I-l YIELD STUDY VAIL RESERVOIR ON TEMECULA CREEK 1-5 In Aore-Peet October •Maroh : Aprll-S ept ember 1 s : Net . Storage, : ; : Net 1 storage. Scaaon Inflw 1 Demand ; evapo- end of : Inflow 1 Demand : evapo- ! end of : : ratl on Maroh : : : ration : September" QroBS Storage Capacity : 49.520 aore-feot 189^-95 49,520 95-96 1,610 2,200 620 46,310 790 4,900 2,020 42,180 96-97 4,230 2,200 20 44,190 2,070 4,900 2,020 39p340 97-96 1,340 2,200 S20 430 37,960 660 4,900 1,640 32,080 98-99 l,l4o 2,200 30,590 560 4,900 1,410 24,840 1899-1900 l,l4o 2,200 370 23,410 560 4,900 1,020 18,050 1900-01 2,760 2,200 40 18,570 1,340 4,900 910 14,100 01-02 1,950 2,200 l4o 13,710 950 4,900 790 8,970 02-03 2,620 2,200 60 9,330 1,280 4,900 510 5,200 03-04 1,480 2,200 120 4,360 720 4,900 180 Net Storage Capaolty: 44,880 aore-feet (Silt: 4.640 iore-feet) 1894-95 44,880 95-96 1,610 2,020 620 43,850 790 4„480 2,o4o 381,120 96-97 4,230 2,020 30 40,300 2,070 4,480 2,100 35p790 97-98 1,340 2,020 550 34,560 660 4,480 lp680 29,060 98-99 l,l4o 2,020 450 27,730 560 4,480 1,480 22,330 1899-1900 l,l4o 2,020 400 21,050 560 4,480 1,130 16,000 1900-01 2,760 2,020 50 16,690 l,3'+o 4,480 l,o4o 12,510 01-02 1,950 2,020 150 12,290 950 4,480 860 7,880 02-03 2,620 2,020 60 8,420 1,280 4,480 710 4,510 03-04 1,480 2,020 210 3,760 720 4,480 Average Seaaonal Ylsld: 6,600 aore-feet 1-4 YIELD STUDY PALLBROOK (LIPPINCOTT) RESERVOIR ON SANTA MARGARITA RIVER In Aore-Feet Ootober-Maroh Aprll-S ept ember i Net ; Storage, Demand : evapo- t end of ; ration ; September Season Inflow Demand Nex evapo- ration Storage, end of March I Inflow Gross Storage Capacity; 65,000 aors-feet 189^-95 65,000 5,000 8,170 2,490 59,340 95-96 Itjl+OO 4,030 370 59,340 1,800 8,170 2,100 50,870 96-97 7,600 4,030 -300 54,740 3,100 8,170 2,160 47>5io 97-98 3,900 4,030 4io 46,970 1,600 8,170 1,760 38,640 98-99 3,690 4,030 270 38,030 1,510 8,170 1,520 29,850 1899-1900 3,690 4,030 310 29,200 1,510 8,170 l,l4o 21,400 1900-01 6,320 4,030 -70 23,760 2,580 8,170 1,040 17,130 01-02 '*j,900 4,030 50 17,950 2,000 8,170 810 10,970 02-03 6,110 4,030 -20 13,070 2,490 6,170 500 6,890 03-Olt 4,120 4,030 100 6,880 1,680 8,170 390 Nat Storage Capaoltys 56,300 aore-feat (Silt: 8,700 aore- -feet] 2,530 l85i+-95 56,300 5,000 7,44o 51,330 95-96 4,4oo 3,660 370 51,700 1,800 7,44o 2,160 43, 900 96-97 7,600 3,660 -320 48,160 3,100 7,440 2,220 4l,6oo 97-98 3,900 3,660 440 4l,4oo 1,600 7,44o 1,890 33,670 98-99 3,690 3,660 290 33,410 1,510 7,44o 1,680 25,800 1899-1900 3,690 3,660 350 25,480 1,510 7,440 1,300 18,250 1900-01 6,320 3,660 -90 21,000 2,580 7,440 1,280 14,860 01-02 i+,900 3,660 70 16,030 2,000 7,44o 1,110 9,480 02-03 6.110 3/.60 -30 11.960 2,490 7,44o 890 6,120 O3-0I+ 4,120 3,660 160 6.420 1,680 7,440 660 Average Seasonal Yield: 11,650 aore-feet •-5 YIELD STUDY DE LUZ RESERVOIR ON SANTA MARGARITA RIVER In Aore-Peet October- Maroh April-Sept emoer Net : Storage, : : Net : storage. Season Inflow : Demand : avapo- : ration ■ end of : March ; Inflow : Demand : ev&po- ; ration end of September Gross Storage Capaoitj ; .I88i,000. aore-feet 9,780 13; 520 6,440 i89'+-95 188,000 178,020 95-96 6,310 8,880 1, 100 174,350 2,090 13,320 5,620 157,500 96-97 11,430 8,880 -440 160,490 3,670 13, .320 5,^70 145,170 97-98 5,550 8,880 1,030 l4o,8lo 1.850 13,320 4,860 124,4^0 98-99 5,260 8,880 870 119,970 1,740 13,320 4,450 103,940 1899-1900 5,260 8,880 640 99,480 1,740 13,320 3,620 64,28: 1900-01 9,020 8,880 -30 84,450 2,980 13,320 3,380 70,730 01-02 6,990 8,880 290 68,550 2,310 13,320 2,990 54,550 02-03 8,720 8,880 60 54,330 2^880 13,320 2,260 4i,6lo 03-04 5,860 8,880 460 38,130 1,940 13,320 1,670 24,680 190U-05 14,750 8,880 -390 31,l4o 4,550 13,320 1,600 20,770 05-06 38,i4o 8,880 -540 50,570 11,160 13,320 2,480 45,930 06-07 27,020 8,880 -480 64,550 7,980 13,320 3,060 56,150 07-08 10,960 8,880 200 58,030 3,540 13,320 2,560 45,690 08-09 16,620 8,880 -250 53,680 5,080 13,320 2,570 42,670 1909-10 15.920 8,880 -100 50,010 4,880 13,320 2,490 39,080 10-11 12,770 8,880 20 42,950 4,030 13,320 2,150 31,510 11-12 9,470 8,880 270 31,830 3,13c 13,320 1,560 20,080 12-13 6,620 8,880 190 17,630 2,180 13,320 800 5,690 13-14 12,540 8,680 -40 9,390 3,960 13,320 30 Net Storage Capacity: 174,000 ac re-feet (Sllt, 174,00c l4,000 9,780 aore-feet) 12,780 6,470 Ifiol+.QC 164,530 95-96 6,310 8,520 1,110 161,210 2,090 12,780 5,630 144,890 96-97 11,430 8,520 -440 l48,24o 3,670 12,780 5,680 133,450 97-98 5,550 8,520 l,o4o 129,440 1,850 12,780 4,950 113,560 98-99 5,260 8,520 880 109,420 1,740 12,780 4,520 93,860 1899-1900 5,260 8,520 850 89,750 1,740 12,780 3,660 75,050 1900-01 9,020 8,520 -30 75,580 2,980 12,780 3,490 62,290 01-02 6,990 8,520 290 60,470 2,310 12,780 3,050 46,950 02-03 8,720 8,520 60 47,090 2,880 12,780 2,350 34,640 03-.014- 5,860 8,520 470 31,710 1,940 12,780 1,960 18,910 19014-05 14,750 8,520 -410 25,550 4,550 12,780 1,720 15,600 05-06 38,l4o 8,520 -570 45,790 11,160 12,780 2,660 41,510 06-07 27,020 8f,520 -510 60,520 7,980 12,760 3,280 52,440 07-08 10,960 8,520 220 54,660 3,540 12,780 2,800 42,620 08-09 16,620 8,520 -280 51,000 5,080 12,780 2,620 4o,48o 1909-10 15,920 8,520 -110 47,990 4,880 12,780 2,750 37,340 10-11 12,770 8,520 20 41,570 4,030 12,780 2,430 30,390 11-12 9,470 8,520 300 31,o4o 3,130 12,780 1,820 19,570 12-13 6,620 8,520 240 17,430 2,180 12,780 1,330 5,500 13-14 12,540 8,520 -60 9,580 3,960 12,780 760 Average Seasonal Ylald: 21,750 aore-feet 1-6 TIELD STUDY DE LUZ RESERVOIR OK SANTA MARGARITA RIVER IN CCMBINATIOM WITH RESERVOIR AT PALL.BROCK WITH 65,000 ACRE-PEET CAPACITY In A.jre- Fee-,; October-i •iaroh : April- -September : ; Net Storage, : Net : storage, SsAson Inflow : Demand evapo- ; ond of ; Inflow i Dsmand ; evapo- ? end of ration ;. Haroh : ; ration r September Gross Storage Oapaoliy 75,000 ao ro-feat 4;780 3,930 3,560 189'+- 95 75pOOO 72,290 95-90 1.910 3,220 600 70,380 290 3,930 3,160 63,580 96.97 3 0630 3,220 -240 64.430 570 3,930 3,130 57,940 49,410 97-98 1,650 3,i'::;o 560 55,810 250 3,930 2,720 98-99 1,570 3,220 480 47,280 230 3-930 2,520 4i,o6o 1699-1900 1,570 3,220 470 38,940 230 3,930 2,070 33,170 1900-01 :^,7oo 3,f?o -20 32,670 400 3,930 1,950 27,190 01-0,? 2,0?0 3,220 16 c 25,900 310 3,930 1,730 20,550 02-03 2,610 3,220 30 19p910 390 3,930 1,370 15,000 33'0l+ i,7'^o 3,220 250 13,270 260 3,930 1,100 8,500 190it-O5 5,660 3,220 -220 n,i6o 84c 3,93c 950 7,120 05-06 17, -^50 3,220 -330 21,280 2,550 3,930 1,540 18,360 06-07 lip 630 3v220 -?90 27,260 1,770 3»930 1,880 23,220 07-08 3,650 3,220 120 23,530 550 3,930 1,640 18,510 08-09 6,610 5,220 -150 22,050 990 3,930 1.670 17,440 1909=10 6^,260 3p220 ^60 20,540 940 3,930 1,590 15,960 :o=u 4,610 3,220 10 17,34o 690 3,930 1,380 12,720 11=12 2,870 3,220 160 12,210 430 3,930 970 7,74o 12-13 2,000 3,220 110 6^410 300 3,930 630 2,150 y-i't 4,520 3,220 -30 3,480 680 3,930 230 Not Stcir3fl'3 _Caga£it2;f. 71. ICO acre =fC9t (Silt i 3.900 s « re-feet) 3,770 3,480 l89't-95 71,100 4,780 68,630 95-96 1,910 3i.o9o 600 66j,86o 290 3,770 3,130 60,250 96-97 3,830 3,08c ~240 6l,24o 570 3,770 3,l4o 54,900 97-98 1,650 3,080 5S0 52=910 250 3,770 2,740 46,650 93-99 1,570 3,060 480 44,660 230 3,770 2,530 38,590 1899-1900 1,570 3/-'8o 48o 36,600 230 3,770 2,100 30,960 1900-01 2,700 3^080 -20 30,600 400 3,770 2,020 25,210 01-02 2,090 3-000 1,660 22,560 310 3,770 l,74o 17,360 02-03 2,610 3>0S0 4o 16,850 39c 3,770 l;34o 12,130 03-oU 1,740 3f080 2.60 10,530 260 3,770 1,130 5,890 190U 05 5,660 3.of;o -230 8,700 84o 3,770 1.030 4,740 05-06 17,050 3,080 - 3i'-o 19=050 2,550 3.770 1,590 16, 240 015^07 11,830 3,080 -300 25,290 1.770 3,770 1 = 930 21,360 P7-08 3.650 3p06o 130 21^800 550 3,770 1,650 16.930 05-09 6,610 3,060 '160 20,620 990 3,770 1,720 16,120 1909=10 6,260 3aoeo ^60 19»3i50 94o 3,770 1,640 14,890 10-11 4,610 3,080 10 16, 410 690 3.770 1,460 11,870 11-12 2,870 •3v0S0 180 11,4-30 430 3,770 laoo 7,040 12-13 2, coo 3,080 l40 5.820 300 3,77c 740 1,610 13- lit 4,520 3,080 -40 3,090 680 3,770 Average S^saaonal Yield. 7,000 aore-feet TABLE 1-2 SEASONAL RUNOF? FRCM STREAMS WITHIN THE SANTA MARGARITA RIVER WATEIiS!".:), AND SEMISEASONAL INPT^OW TO EXISTING AND PROPCBED RESERVOZRS* NAV'JRAi, RTOJOPP In Aore-Fest 1-7 Water year Temeoula Creak at Nigger Canyon MuiTista C.-ieK St Temeo-.ila Near Temeoula Near : At Da Luz Fftllbi'ook s da^B site At Ysidora 189'+- 95 ^t,i+oo 96 2,400 57 6,300 98 2,000 99 1,700 1899-1900 1,70'3 01 4,100 02 2,900 03 3,900 Ok 2,200 I90I+-05 9,900 06 27,600 07 20,200 08 6,100 09 11,600 1909-10 10, 900 11 7,700 12 4,300 13 1,900 lU 7,-700 19l't-15 24,200 16 80,600 17 10,400 18 8,500 19 2,900 1919-20 8,200 21 2,4oo 22 43,200 23 5,100 21+ 5»3io 1924-25 3,520 26 8,930 27 40,500 28 3,350 29 4,660 1929-30 6,020 31 2,130 32 17,300 33 4,160 3^ 1,510 193^-35 4,270 36 3,930 37 36,700 38 31,900 39 8,4oo 1939-I+0 6,470 1+1 25,000 1+2 10,300 1+3 13,600 kk 7,820 28,700 3,200 4,100 3,000 3,200 3,200 3,500 3,300 3,500 3,100 4.700 13,100 8,800 3,;oo 4,800 5,100 4,400 3,900 3,800 4,200 24,500 60,30c 5,500 4,100 3,800 4,300 2,900 20,600 4,4oo 3,800 2,800 26,400 3,4oo 2,000 2,200 2,700 15,700 990 430 2,020 2,59c 22,400 31,500 4,990 6,420 31,000 1,520 31,300 7,1+80 82,700 6,600 '-,/ 00 6,000 6,000 6,000 8,800 7,300 8,50c 6,300 16,100 45, ICO 31,900 11,000 18,000 17,700 13,600 ?,500 6,900 13,300 56^,800 161,000 17,700 13,900 7,900 13,900 6,300 70,700 11,000 9,500 8,560 12,600 75,800 7,930 7,390 8,970 5,770 33,000 7,430 5,520 7,220 7,520 61,300 72,80c 16, 500 15.10c 60,500 15,000 49,500 19,800 10?, 00c 6,200 12,700 5,500 5,200 5,200 8,900 6,900 8,600 5,800 IS, 600 56,100 38, 900 12,000 21,700 20,600 15,100 9,300 6,500 l4,8oo 71,200 206,000 20,300 15,500 7,900 15,500 5,300 85,100 12,000 9,300 8,370 15,600 87,500 e.^'tto 7,290 9,9^+0 5,720 37,600 7,830 5,800 8,280 7,810 78,800 91,900 20>200 18,100 84,300 17,700 59,900 23,600 142,000 6,4oc 17,100 7,itoo 7,000 7,000 12,000 9,300 11,600 7,800 25,100 75,700 52,500 16,200 29,300 27,800 20,400 12,600 8,800 20.000 96,100 278,000 27,400 20,900 10,700 20,900 7,800 120,000 16,200 12,60c llp300 2i,4oo 111, 00c 9,96c 7,790 l?.,5C0 7,320 49,700 9,730 8,100 l4,ooo 12,000 116,000 125,000 28,200 26 J 300 120,000 22,800 78,000 32,900 i43, 000 8,4oo 17,000 7,100 6,700 6,700 11,800 9,000 n,4oo 7,500 25,100 76,4oo 52,900 16,100 29,400 27,800 20,300 12,300 8,4oo 19,900 96,900 282,000 27,400 20,800 10,500 20,800 7,600 121,400 16,000 7,190 6,320 20,300 95,100 8,570 5,430 12,300 6,160 43,300 8,91+0 7,650 l4,4oo 13,500 119,000 125,000 25,700 24,600 120,000 20,100 82,100 34,800 1-8 SEASONAL fflJNOFP FRa< STREAMS WITHIN TI-iE SANTA K.4aaARITA UIVER WATERSHED, AND SEMISE/JiOIfAL INFLOW TO EXISTIW AI® PROPOSED RESERVOIRS* KATUiUL RUNOPP in Aore-?eet (continued) V/aier : Temsoi'.la C~ed£ at Niggei* Canj'on : Murri eta : Creek : at ; Temeoula Sp,.ita Wargai •It a Rivet year : : Wear " ; Temeoula ; Hear Pall brook At De Luz : darn site : Ai Ysidora l9Ui-;-i+5 46 47 48 4s 7,230 1*,890 3.070 2,370 3,11*0 4,700 2,830 1,300 690 700 l4,600 12,500 9,61*0 7,550 6,71*0 17p300 13,300 10,700 8,300 7,4oo 24,900 16,-900 13,30c 10,100 9,000 27,500 19,700 14,200 8,660 6,270 191*9-50 51 52 53 1,900 1,470 12,600 2,290 560 440 24,600 1,230 6,060 5,780 4o,ooo 8,190 6,200 5,800 54,400 8,960 7,000 6,100 69,000 10,700 8,100 7,350 56,100 11,000 48-year Iloan 1895-96 throush 191*2-43 11,600 8,630 22,900 GAGED RUKOI'W 27,500 37,000 36,300 Water : Temeoula Creok at tllgger Canyon ■ Kurriota Creek ; at r Teinsoula . De LuE s ; Creek ;__ ■ near • ■ Pallbrodi ' Ssnta Marsarita River year ; Moar Teneeula Near : Pallbrook ■■ At Ysidora 1923-24 5.. 310 6,180 2,360 1924-25 26 27 28 25 3p520 8,930 4o, 500 3,350 4p660 4,510 9.580 73,1+00 4,950 i+,930 12,500 85,100 S,4G0 U,83C 790 15,700 91,200 4,000 1,360 1929-30 31 32 33 31* 6,020 2.130 17,300 4jl60 lj3lo 950 15.700 990 430 7,710 '-+,970 ^2,300 6,4^0 l*,590 8,680 4,920 36,900 6,91+0 i*,870 3,660 4o,6oo 6,520 5,010 l93'+-35 36 37 38 39 4,270 3»?30 36^700 31s 900 8,4co 2,020 2,330 22;,400 31.500 i*v990 6,720 6,780 60,900 71,900 15,100 7,780 7,070 78,300 91,100 18,800 13,000 11,100 117,000 122,000 22,900 1939-40 41 42 43 4U 6,1+70 25,000 10^300 l3p6oo 7,820 6 ,,420 31,300 1^520 31,300 7,^80 13,800 59,300 13,100 47,600 18,200 16,700 33,100 15,800 57,900 21,300 22,300 118,000 16,900 7i+,3O0 27,800 19iti>-45 46 47 1*8 49 7,230 4,890 3,070 2,370 3,i'+o i+,700 2,630 1,300 690 700 13,000 10,500 7,780 5p920 5,310 15,600 11,200 3,700 6,640 5,880 20,300 11,700 6,930 560 480 191*9-50 51 52 53 1,900 1,470 i2/;no 2,290 560 440 24,600 1,230 11,700 1,500 4,1^0 3,51+0 33,700 4,850 3,910 2,750 47,000 3,970 47,600 l,o4o SE-iiSONAL RUNOFF FROIi S'fltr^J'lS WIT.HIN Tlffi bAM'A »".■'.«: aHI'. A PIV'SR V.^TSRSHl^ri, /v;:D SiijajlllSON.-il. I^jFLC■lV TO EXISTrNX; AID PROPCiSEI HESEP?; )I?S* (cicitinv.ed) SETIISSASONA:. I-TT.OW 'VO riEsmvoi?>s UNDER P^i,SEK? C0ITOITX0H3" 'n acr3-J reot Water s Vail Ft-i: .brook 3e L!iz year :' : ■ Oct, -Mart : Aprt-Sept- S Octi^KOTo s Apr.-ilbiJtu ,- 0(ati"^ia.-c ; -H i^To-So^rt, l89'+-95 29s600 14,600 73,100 5,000 111!, 000 %9-'0 96 1/10 790 4^400 1,800 6,310 2.090 97 4,230 2,070 7,600 3,100 11,400 3,700 98 i,3;4o 660 3,900 1.600 5,53c 1,850 99 1,11+0 560 3^650 1,51c 5,560 1,740 1899-1900 ljli+0 560 3.690 1.510 5;. 260 1,740 01 2.760 1,3^0 6,320 2,580 9,020 2,930 02 1,950 953 4^,900 2,0CC. 6,990 2,310 03 2,6:^0 lj280 6^110 2j490 8,720 2,6S0 01+ 1,480 720 4,120 1,660 5,860 l,?4o 190U-05 6,650 3,250 9,090 3,.7l>- l4,-,8oo 4,500 06 16,500 9,100 21,100 8,600 38,100 ll,::oc 07 13,600 6»6cc 15,100 6,200 27,000 6,000 08 1+,100 2,000 7,310 2,990 11,000 3,soo 09 7,800 3,800 10,000 4,100 16,600 5,100 1909-10 7,320 3^580 9,66c 3,940 15,500 4,90c 11 5,170 2,530 83 160 3,340 12,6CC ii,000 12 2. 890 1,410 6^600 2,700 9,47c 3,150 13 1,280 620 4,620 1,830 2,lC0 11+ 5,170 2.530 8,020 3,280 12,500 4,000 19l'+-15 16,300 7,90r) 33., 500 6,500 6C,200 11,700 16 75,800 4,800 184,000 7,4oo 247,000 16, 500 17 6>990 3.410 12,100 4^000 18,300 4,900 18 5,710 2.790 8,020 3,280 12,700 4, COG 13 1,950 950 5.610 2,290 8,050 2,650 1919-20 5,500 2,700 8,160 3,340 i:t,90c 4, 'TOO 21 1.610 790 4,120 1,650 5,860 l,?4o 22 35,1+oc 7.60c; 53,600 9,100 81,000 n,?,w 23 3.180 1,920 7,420 2,760 11,100 3,3W 2k 5,380 1.930 4,^70 1,730 7,140 2,loO 19214-25 1,820 1,700 3*170 1,130 5,700 1,^00 26 2,!.:.30 6,500 3,4oo 8,100 3,800 13,500 27 38,400 2,100 68,5'JO 3,000 90^203 4,600 28 2,1+50 900 4,570 930 5^:^50 1,05.-- 29 2,440 2,220 3,770 l>030 4,13 c 1,17^ 1929-30 2,650 3,370 5,000 2,900 6,463 4,020 31 l,24o 890 3,500 1,200 5,000 1,300 32 15,300 2p00C 25,300 2,500 36,900 3,000 33 2.890 1.270 4,690 1,910 6,550 1,950 3U 1,230 560 3,660 1(2^0 5,880 1,220 193U-35 2<,800 1,470 5,300 1,600 10,900 2,4C0 36 2,710 1,220 5,283 1,320 9,050 1,73c 37 30j6oo 6»1Q0 43,600 6,600 77,00c 10,600 38 27,400 4,500 78,300 6.50c 107,000 20,730 39 5*760 2»620 11*700 4J600 16,300 5,8-30 T.-.IO SSACOMAl, RUMCPP TT.CM SVREjffiS i^ITHI?! THE S.INTA KARGARITA RTVER WATEHSHED, AJS) SaiKEASONAL INn.»: TO EXISTIHG AND PROPOSED RESERVOIRS* SEMIbE-lSOWAL INFLOW TO RES3RV0IBS UNDER PRESEKT CONDITIOKS* In Aepo-5'' }9t (continued) V/p-te ysar r ■_ Vail i PallbifO' Ok : De Luz : : : Oot.v4fer. s_A; 3r,.~3e£t^ t Oot.o»M3-1' = t 1 gr.-Sojcrb. ; Oct. -Mar. ; Apr. -Sept. 1939 >M '+.„2?0 2.180 12^00 3^00 10,500 i+,Uoo Ul l'4,000 11,000 '+?.700 23,600 7U,200 35,300 U2 7,360 .?,^0 ii,i:oo 3,900 It",, 500 4,900 '43 11.200 2,^00 1+8,000 5,200 d'4,300 7,000 UU 5.870 1,950 i4, 100 UjOOO 22,500 U,900 IjijJi -45 5,, 020 2 J 210 lOpliOO 3,600 17,100 i+,500 tt6 3.070 1;.820 6,600 3,100 8,930 4,370 M7 2,230 840 5,75c 2,570 8,270 2p630 t3 l,Uqo 860 1^,360 2,2U0 5,350 2,550 '19 2,180 960 3,9^0 2,060 5,300 2,300 IjU^.-so 1,150 750 ?j88o lj'!20 3,500 1,600 51 900 570 2,170 1,130 2,1+90 1,110 52 %'^'9^' 2,610 l4l+,300 3,9"0 56,800 6,000 53 1,500 79c 3,650 1,550 5,Lf00 1/^00 k3^ yoar !-'ean l3?5-96 ■;;■'.■? ough i^i2=h:, ?.l,5oo 21: ;300 31,500 * Ses rc»llovrt.ng pa^e foi' doscripiilott of i^arlvstion of data In this tablet. 2 -:.i EXPLANATION OF DERIVATION OP DATA APPEARING IN TABLE 1-2 1, Values of natural runoff in Temeoula Creek at Nigger Canyon and in Murrieta Greek at Temeoula for the period 1894-95 thi'ough 1946-47 are from State Wate::- Resources Board Bulletin No, 1, and are the meas\ared values of runoff for the periods of record and quantities based on correlations of these values with longer records of flow in streams outside the water- shed for the years prior to the period of record. For the period from 1947-43 through 1952-55, the values presented for Murrieta Creek are the measured quantities of runoffo For the year 1947-48, the rimoff presented for Temeoula Creek at Nigger Canyon is the measured discharge at the gaging station. Prom October^ 1948^ v/hen Vail Dam gates were closed,, the runoff presented equals measured inflow to the reservoir, 2, Values of natural runoff in Santa Margarita River near Temecula and Santa Margarita River near Pallbrook for the period 1894-95 through 1946-47 are from State Water Resources Board Bulletin No, lo Values for both stations are the measured runoff quantities plus 60 per cent of Vail Company combined surface and ground water diversions for the period of record, and quantities based on correlations of these values with longer records of flow in streams outside the watershed for the years prior to the period of record. Also added to the Pallbrook values are the actual diversions by Pallbrook Public Utility District, Prom 1947-48 through 1952-53, the values' are simi- larly determined, except that corrections are made for regulation by Vail Reservoir after its construction^ 3e Natural .funoff in Santa Margarita River at De Luz dam site is tho sum oT natural i*unofr at Pailbrook plus the esti- mated runoff from the drainage area between Pailbrook and De Luz dam site. Runoff from the latter area, on a monthly basis, is cal- culated to be 88 per cent of the difference between measured runoff at PaJlbrook and Ysidora during wet periods^, when there is little, if anyj percolation into Santa Margarita Coastal Basin, For dry periods when there is little or no flow at Ysidora because of per.?.olation_, ground water pumpage, and phreatophyte use, the esti- mated values of rtuioff are assumed to be 194 per cent of the runoff between Pailbrook and Temecula gages. The values 88 and 194. per cent res'iilt from considerations of rainfall-runoff rela- tionships of the respective areas concernedo Annual estimates of runoff from the area between the Pailbrook gage and De Luz dam site for the period prior to esta- blisliment of stream gaging stations are made by comparing annual summations of monthly estimates for the period of record with the estimated seasonal natural runoff at Pallbrookc This correlation 13 used r.o extend annual estimates of runoff from the area to the water year 1394"95o The assumptions used in tJiese calciolations are believed to result in conservative values of runoff in that they are probably less than the actual values * 4, Values of natural runoff in Santa Margarita River at Ysidora for the period of record at Ysidora are the measured values of runoff at the station plus (a) the corrections due to diversions by the Vail Company, diversion from Santa Margarita River by Pailbrook Public Utility District, and operation of Vail Reservoir, all as used in determination of natural flow at Pailbrook in paragraph (2) above; (b) O'Neill Lake evaporation for the period 1923-24 through 1952-53; (c) 60 par cent of the differonce betv/een O'Neill ditch diversions and evaporation from O'Neill Lake for the period 1923-24 through 1941-42; ^d) diversions from Santa Margarita River by Pallbrook Naval Ammunition Depot; (e) gross pumping from Santa Margarita Coastal Basin less sewage retiirned to the basin^ 5. Under gaged runoff 'are listed the values of 'runoff measured at the gaging stations. 6. Inflows to Vail •Reservoir under present conditions are assumed equal to the natural flov/ at Nigger Canyon, Semi- seasonal distribution of the flov; prior to the period of record was, except as noted^ 67 and 33 per cent for the October-March and April-September periods, respectively, based on the dis- tribution as gaged during the period of record. During the period of record, since April, 1923, semiseasonal inflows are from U.S.G.So records of gaged runoff. During the two water years 1915-16 and 1921-22, records at nearby stations indicated a greater percentage of runoff than normal occurred during the period October-March. These .percentages were 94 and 6 per cent for the October-March and April-September periods^ respectively, for 1915-16, and 82 and 18 per cent for 1921-22. 7, Inflows to Pallbrook and De Luz Reservoirs xxnder present conditions are calcixLated on the assumption that all present diversions and development in the Santa Margarita River system upstream from Pallbrook Public Utility District Diversion 9S/3V;-7D1, including the Vail Reservoir development, had been in operation throughout the entire period of study 1894-95 through 1952-53. Diversions by Pallbrook Public Utility District, and others dovmstreara therefrom, are not deducted from reservoir 1-14 inflow, but the effect of such water development Is accoLinted for in calculating the net safe seasonal yield or new' water. 80 Inflows to Pallbrook Llppincott and Pallbrook Border Reservoirs are assujned equal and are determined by ad- justing the measured runoff at the U,S.G„S. gaging station near pallbrook for the period of recordo Prior to the period of record, correlated values of rimoff were adjusted. Most of the diversions in the watershed upstream from diversion 9S/3W-7D1 were in operation throtighout the period of record and are automatically reflected in the historic record. The measTJUT'ed r^jnoff at the gaging station is therefore adjusted by adding actual quantities of v/ater diverted at diversion 9S/3W-7Dlp and by deducting for the calciilated effects of operation of Vai], Reservoiro Adjustmeiits to measured flov/ at Pallbrook gaging station, to account for Vail Reservoi.r, were made on the assumption that the operation of Pauba Basing, with regard to regimen of ground water levels and consequent rising v/aterj will oontlnu.e in the futvire as in the past. That is, with Vail Reservoir yield applied on lands ove::'lying the Basin^ in accordance with terms of the permit for storage at Vail Dame, the returji from such irrigation application would supply the Basin in lieu of the former supply by natural percolation^ and it is assumed that pumping of ground water would be practiced to the extent that the v/ater table and consequent rising water would fluctuate in the future in the same manner and to the same extent as in the paste With knowledge of the past occurrence and magnitude of rising water and utilizing daily runoff records, the runoff at the Pallbrook gage is estimated under the assumed conditions. Under such conditions, during periods of low flow when the entire flow at Pallbrook consists of rising wt^ter 1-15 from pariba and Murrieta Valleys, the measured Pallbroo ■ flows are Tjnad justed, but during wet periods when Pauba Basin ia ^ssentiallr full and it is assumed that no percolation of Temecula Creek dis- charge occurs in the Basin, the entire flow at Vail Dam (Nigger Canyon) is deducted from the measured flow at Pallbrooko Detailed analyses were developed on a mean daily basis, and it was found from further study that the adopted m.ethods for adjusting the daily r'unoff could be applied on the monthly basis during the period of measured flow in the Santa Margarita River system with practically the same degree of reliability^ The methods also gave reasonably good results on a seasonal basis, and prior to the period of measured runoff, adjusted runoff was determined by applying the methods on a seasonal basis., To seasonal values are added the calculated spills from Vail Reservoir, which were routed unimpaired to the Pallbrook reservoirs, and the total values, on a semiseasonal basis, appear in the tablOo Semiseasonal distribution of the flow prior to the period of record was, except as noted, 71 and 29 per cent for the October- March and April-Septeiriber periods, respectively, based on the dis- tribution of adjusted r-onoff during the period of record. During the period of record, semiseasonal inflows were determined by summation of monthly adjusted values » During the water years 1914-15, 1915-15, and 1921-22, records at nearby stations indi- cated a greater percentage of runoff than normal occurred during the period October-March. These percentages were, for 1914-15 and 1921-22, 82 and 18 per cent for October-Mar -jh and April- September, respectively, and 94 and 6 per cent for 1915-16. The above percentages were applied to "adjusted Pallbrook" flov/s. Vail Reservoir spills were added after the annual adjusted Pallbrook flows were distributed semiseasonallyo 1-16 9„ Inflows to De Luz Reservoir represent summation of the inflows to the Pallbrook reservoirs and the estimated natural rvmoff from the area between Pallbrook and De Luz dam site, as discussed in paragraph (3)o Semiseasonal distribution of the ad- ditional runoff between Pallbrook and De Lviz dam site v/as 87 and 13 per cent for October-March and April-September^ respectively, and was applied to annual correlated values of rvmoff, prior to 1925-26e For the period beginning in 1925-26, semiseasonal values of inflow from this drainage area were determined by summation of monthly correlated values determined in detailed studies. APPENDIX J ESTIMATES OP COST (J-1) TABLE OP CONTENTS ESTIMATES OP COST Page Estimated Cost of De Luz Dam and Reservoir With Storage Capacity of 50,000 Acre-Peet J- I4. Estimated Cost of De Luz Dam and Reservoir iiYith Storage Capacity of 75,000 Acre-Peet <> J- 6 Estimated Cost of De Luz Dam and Reservoir With Storage Capacity of ll+^^OOO Acre-Peet J- 8 Estimated Cost of De Luz Dam and Reservoir With Storage Capacity of 188^000 Acre-Feet . <, . . . , . J-10 Estimated Cost of Upper De Luz Dam and Reservoir With Storage Capacity of 50,000 Acre-Peet J-12 Estimated Cost of Pallbrook Lippincott Dam and Reservoir With Storage Capacity of 35,000 Acre-Peet »...« J-l[|. Estimated Cost of Pallbrook Lippincott Dam and Reservoir With Storage Capacity of 65,000 Acre-Peet ............. ,, J-I6 Estimated Cost of Pallbrook Border Dam and Reservoir With Storage Capacity of 65»000 Estimated Cost of Pallbrook Border Dam and Reservoir With Storage Capacity of 125,000 Acre-Peet , . c . . .. . . o . . <> J-20 Estimated Cost of Pallbrook Border Dam and Reservoir With Storage Capacity of 150,000 Acre-^Peet . . . . c o .«..»*. . J-22 Estimated Cost of Vallecitos Dam and Reservoir With Storage Capacity of 5,000 Acre-Peet .,.,.. J-2l|. Estimated Cost of Pacillties to Deliver 6,200 Acre=Peet of Water Per Season Prom De Luz Reservoir to Pallbrook ». «.*.»« J-26 Est5.mated Cost of Facilities to Deliver i4.,900 Acre-Feet of Water Per Season Prom De Luz Reservoir to Pallbrook »•»..•*... J-27 Estimated Cost of Facilities to Deliver 7,600 Acre-Peet of Water Per Season Prom Pallbrook, Lippincott Reservoir to Pallbrook • • J-28 (J-2) Page Estimated Cost of Facilities to Deliver 5,800 Acre-Peet of Water Per Season Prom Pallbrool^ Lippincott Reservoir to Pallbrook .1-29 Estimated Cost of Facilities to Deliver 9,000 Acre-Peet Per Season of Colorado River Water Prom San Diego Aqueduct to Camp Pendleton . . , . • J-50 Estimated Cost of Facilities to Deliver 6,000 Acre-Peet Per Season of Colorado River Water Prom San Diego Aqueduct to Pallbrook ..,,,,., J-5I Estimated Cost of Santa Margarita Basin Yifell Field, Primping Plant, Pipe Line, and Regixlatory Reservoir , ,..,.......,...♦ J-32 (J-5) J~. APPENDIX J ESTIMATED COST OF DE LUZ DAM AND RESERVOIR WITH STORAGE CAPACITY OF 50,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 270 feet, Uo5«G.So datxun Elevation of crest of spillway: 2ii2 feet Height of dam to spillway crest, above stream bed: 117 feet Capacity of reservoir to crest of spillway: 50,000 acre-feet Capacity of spillway with 5-foot freeboard: 151,000 second-feet Item Quantity : Unit t price Cost CAPITAL COSTS Dam Exploration Diversion of stream and dewatering of foundation Stripping topsoil Excavation for embankment Foundation From borrow pits From stream bed Embankment Impervious Pervious PervioiK, salvage Rock riprap Drilling grout holes Pressure grouting limp sum $ 15,000 36,000 cu.yd, 187,000 cuayd. 7U9,800 cu.yd. 657,500 cu.yd. 652,000 cu.yd, 756,000 cu.yd. 3)49,1100 cu.yd, 39,000 cuoyd. 22,500 linoft, 15,000 cu.ft. lump sum $ o„35 0.90 0.U5 Ool;5 0.16 0.12 0.20 3.00 3.00 U.oo Outlet Works Excavation Inlet and outlet structures Conduit Backfill Concrete Conduit Intake structure Gate chamber and valve house Reinforcing steel 20,000 12,600 168,300 337,UOO 295,900 10U,300 90,700 69,900 117,000 67,500 60,000 Spillway Excavation, unclassified 251,000 cuoyd. 1.80 U5l,8oo Concrete Weir and cutoff 2,790 cu.yd. 35oOO 97,600 Floor 3,900 cuoyd. 30cOO 117,000 Walls 580 cu.ydo UO.OO 23,200 Reinforcing steel 570,500 Ibso 0.13 71;, 200 3,000 cuoyd. 1.50 1|,500 5,200 cu.ydo lo20 6,200 1,600 cvL^jd. 0,80 1,300 1,3U0 cu,yd, 50»00 67,000 150 cu.yd. 60.00 9,000 280 cu.yd. 50.00 1U,000 176,700 lbs, 0.13 23,000 $1,358,600 763,800 ESTIMATED COST OF DE LUZ DAM AND RESERVOIR WITH STORAGE CAPACITY OF 50,000 ACRE-FEET (continued) j-5 Item Quantity Unit price Cost CAPITAL COSTS Outlet Works (continued) Miscellaneous metalwork Steel pipe, li2-inch dia. High pressTire slide gate Howell-Bunger valve, 30-inch dia. Needle valve, 30-inch dia. 19,000 lbs. 83,000 lbs. $ OoItO 0,25 lump sum Ivimp sum lump sum $ 7,600 20,800 12,500 9,200 9,600 $ I8li,700 Reservoir Land and improvements Clearing reservoir lands 980 ac. Relocation of utilities Road relocation Subtotal Administration and engineering, 10^ Contingencies, l5^ Interest during construction TOTAL lump sum 100.00 l\imp sum lump s\im 9,000 98,000 10,000 1,000 118,000 $2,li25,100 e 2l;2,500 363,800 121,300 $3,152,700 ANNUAL COSTS Interest, 3.5^ Amortization, hO-year sinking fund at 3'S% Operation and maintenance 110,300 37,300 7,500 TOTAL $ 155,100 J-6 ESTIMATED COST OF DE LUZ DAM AND RESERVOIR mm STORAGE CAPACITY OF 75,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 293 feet, UoSoG.S. datum Elevation of crest of spillway: 265 feet Height of dam to spillway crest, above' stream bed: lUO feet Capacity of reseiw^oir to crest of spillway: 75,000 acre-feet Capacity of spillway with 5-foot freeboard: 151,000 second-feet • : Unit : Item : Quantity : price : Cost CAPITAL COSTS Dam Exploration lump sum $ 16,000 Diversion of stream and dewatering of foundation lump sum 25,000 Stripping topsoil 55,000 cu.yd. $ 0.35 19,200 Excavation for embankment Foundation 262,000 cu.yd. 0.80 209,600 From borrow pits 1,1555,000 cu.yd. 0.50 577,500 From stream bed 1,017,000 cu.yd. 0oii5 U57,60O Embankment Impjervious 1,00^,000 cu.yd. 0.16 160,600 Pervious 88ii,000 cu.yd. 0.12 106,100 Per"irious., salvage 765,000 cu.yd. 0.20 153,000 Rock riprap 62,100 cu.yd. 3.00 186,300 Drilling grout holes 2,600 lin.ft. 3.00 7,800 Pressure grouting 1,7U0 cu.ft. ii.OO 7.000 ^1,925.700 Spillway Excavation, unclassified 69i;,000 cu.yd. 1.20 832,800 Concrete Weir and cutoff 2,880 cu.yd. 35.00 100,800 Floor 3,200 cu.yd. 30.00 96,000 Walls 530 cu.yd. Uo.oo 21,200 Reinforcing steel 513^000 lbs. 0.13 66,700 1,117,500 Outlet Works Excavation Inlet and outlet structures 3,000 cu.yd. 1.50 U,5oo Conduit 6,50c cu.yd. lo20 7,800 Backfill 2,500 cu.yd. 0.80 2,000 Concrete Conduit Ip580 cu.yd. 50.00 79,000 Intake structure 200 cu.yd. 60.00 12,000 Gate chamber and valve house 330 cu.yd. 50.00 16,500 Reinforcing steel 211,000 lbs. 0.13 27,U00 J-7 ESTIMATED COST OF DE LUZ DAM AND RESERVOIR WITH STORAGE CAPACITY OF 75,000 ACRE-FEET (continued) Item Quantity Unit price Cost CAPITAL COSTS Outlet Works (continued) Miscellaneous metalwork Steel pipe, US-inch dia. High pressure slide gate Howell -Bunger valve, 36-inch dia. Needle valve, 36-inch dia. 2li,600 lbs. 103,000 lbs. $ Oc Oc lump lump lump ,1|0 ,25 sum sum sum $ 9,800 25,800 18,000 10,300 U+,000 $ 227,100 Reservoir Land and improvements Clearing reservoir lands Relocation of utilities Road relocation 1^260 aco lump 100 < lump lump siom ,00 sum sum 20,000 126,000 15,000 1,000 162,000 Subtotal e3,U32,300 Administration and engineering Contingencies, l5^ Interest during construction ;, 10^ $ 3it3,200 511^,800 171,600 TOTAL $U,U6l,900 ANNUAL COSTS Interest, 3 •5^ Amortization, liO-year sinking Operation and maintenance fund at 3o5^ $ 156,200 52,800 11,000 TOTAL $ 220,000 J'^B ESTIMATED COST OF DE LUZ DAM AND RESERVOIR WITH STORAGE CAPACITY OF 11^3 .,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 33U feet„ UoS„G.S, datum Elevation of crest of spillways 307 feet Height of dam to spillway crest , above stream bed; 182 feet Capacity of reservoir to crest of spillways Ili3ji000 acre-feet Capacity of spiDlway nvith 5-foot freeboard? 141,000 second -feet % I Unit s Item Quantity ! ; price ; Cost CAPITAL COSTS Dam Exploration lump sum $ 18,000 Diversion of stream and debater ing of foundation lump sum 25,000 Stripping top soil 116,000 cuoydo $ 0.35 140,600 Excavation for embankment Foundation 39i4,000 cu.ydo 0.80 315,200 From borrow pits 2,161,000 cuoyd. 0.50 1,080,500 From stream bed 3,719,000 cuoydo O.I45 1,673,600 Embankment Impervious 1,879,000 cu.ydo 0.16 300,600 Pervious 3,2314,000 cuoyd. 0.12 388,100 Pervious .J salvage 868,000 cuoydo 0.20 173,600 Rock riprap 121,000 cuoydo 3.00 363,000 Drilling grout holes 38,UOO lin„ft. 3.00 115,200 Pressure grouting 25,600 CU.fto I4.OO 102,1400 $14,595,800 Auxiliary Dam Stripping topsoil 2,000 cuoydo 0.35 700 Excavation for embankment Foundation 3,000 cu,yd« 0„80 2,1400 From borro-w pits U,ooo cUoydo Oo5o 20,500 Embankment Impervious 12,000 cuoydo 0.16 1,900 PervioTis 2U,000 cuoydo 0.12 2,900 Rock riprap 5,900 cuoydo 3.00 17,700 146,100 Spillway Excavation^ unclassified 627,000 cu.yd. 1.60 l,0O3>200 Backfill 15,000 cu.ydo 0.80 12,000 Concrete Weir and cutoff 3,200 cu»yd. 35.00 112,000 Floor 11^,200 cu.ydo 30.00 1426,000 Walls 2,U60 cu.yd. Uo.oo 98,1400 Reinforcing steel l,6i42,000 lbs. 0.13 213,500 1,865,100 Outlet Works Excavation Inlet and outlet structures ii.OOO cu.yd. ■i„5o 6,000 Conduit 114,300 cu.yd. 1.20 17,200 ESTIMATED COST OF DE LUZ DAM AND RESERVOIR WITH STORAGE CAPACITY OF li;3,000 ACRE-FEET (continued) j-9 • i Unit s Item : Quantity ; price : Cost CAPITAL COSTS Outlet Works (continued) Backfill 8,000 cucyd. $ 0,80 1 1 6,iiOO Concrete Conduit 3,100 cu,yd« 50.00 155,000 Intake structure 390 cu.-yd. 60.00 23,liOO Gate chamber and valve ho lose U50 cu.yd. 50.00 22,500 Reinforcing steel 390,000 lbs. 0„13 50,700 Miscellaneous metalwork lil^OOO lbs. o.ho 5,600 Steel pipe, 66-inch dia„ 212,000 lbs. 0.25 53,000 High pressure slide gate lump sum 37,000 Howell-Bimger valve, U8-inch dia. lump sum 13,500 Needle valve, 36-inch dia^ lump sum li;,000 $ Uoii,300 Reservoir Land and improvements lump sum 66,000 Clearing reservoir lands l,9i|0 aco 100 » 00 19ii,000 Relocation of utilities lump sum 30,000 Road relocation lump sum 21,000 Access road lump sum 30,000 _ 3ia,ooo Subtotal $7,252,300 Administration and engineering :, 10^ $ 725,200 Contingencies, V^% 1,087,800 Interest during construction a 51i3,900 TOTAL $9,609,200 ANNUAL COSTS Interest, 3-5^ $ 336,300 Amortization, UO-yeai' sinking fund at 3,% 113,700 Operation and maintenance — 15,000 TOTAL $ It65,000 J- 10 ESTIMATED COST OF DE LUZ DAM AND RESERVOIR WITH STORAGE CAPACITY OF 188,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 355 feet, UoS.G.S, datum Elevation of crest of spillway: 328 feet Height of dam to spillway crest, above stream bed: 203 feet Capacity of reservoir to crest of spillway: 188,000 acre-feet Capacity of spillway with 5-foot freeboard: 137,000 second-feet ; ! Unit s Item : Quantity ; ! price : Cost CAPITAL COSTS Dam Exploration lump sum $ 20,000 Diversion of stream and dewatering of foundation lump sum 35,000 Stripping topsoil 137,1;00 cu.ydo $ o<.35 li8,100 Excavation for embankment Foijndation U76,000 cucyd. Oc80 380,800 From borrow pits 2,929,000 cuoyd. Oc55 1,611,000 From stream bed 5,101,000 cu.yd. 0.52 2,652,500 Embankment Impervious 2,5U7,000 cu.ydo 0.16 ii07,5oo Pervious li,li35,ooo cu.yd. 0.12 532,200 Pervious , salvage 1,105,000 cu.yd. 0.20 221,000 Rock riprap 161;, 600 cucydo 3.00 1;93,600 Di'illing grout holes U0,800 lin.ft. 3.00 122,1400 Pressure grouting 27,200 CU.fto ii.OO 108,800 $ 6,633,100 A'uxiliary Dam Stripping topsoil 8,200 cuiyd. Oc35 2,900 Excavation for embankment Foundation 23,000 CMcjd^ 0.80 I8,ii00 From borrow pits 176,iiOO cu„yd. 0.50 88,200 Emhanlanent Impervious 69,000 cu»yd. 0,16 11,000 Pervious ioU,ooo cu.yd. 0.12 12,500 Rock I'iprap 12,200 cu.yd. 3.00 365600 169,600 Spillway Excavation, unclassified 825,000 cucyd* 1,60 1,320,000 Backfill 15,000 cu«ydo Oc80 12,000 Concrete Weir and cutoff 3,210 cuayd« 35.00 112,liOO Floor 13,750 cu.yd. 30000 1;12,500 Walls 2,370 cucydc Uo.oo 9U,800 Reinforcing steel l,60li,000 lbs. 0.13 208,500 2,160,200 Outlet Works Excavation Inlet and outlet structures U,5oo cuoyd. 1,50 6,800 Conduit 15,900 cucyd. 1.20 19,100 ESTIMATED COST OF DE LUZ DAM AND RESERVOIR WITH STORAGE CAPACiri OF 188,000 ACRE-FEET (continaed) J-ll • • % Unit s Item : Quantity s price : Cost CAPITAL COSTS Outlet Works (continued) Backfill 9,ilOO cuoyd = % 0.80 % 7,500 Concrete Conduit 3,850 cu.yd 50.00 192,500 Intake structure U90 cao5"lc 60.00 29,liOO Gate chainber and valve house 1|80 cucyd.. 50,00 2U,000 Reinforcing steel i|82,OOG lbs. 0,13 62,700 Miscellaneous metaltvork 1;8.,000 lbs. O.iiO 195200 Steel pipe, 72- inch dia. 2i;l,700 lbs. 0,25 60,)400 High pressure slide gate lun^) sum 1^6,000 Howell -Hunger valve ^, l;8-inch dia. lump sum 13,500 Needle valves, J4.2-inch dia^ lump s-am Jl^OOO % 502,100 Reservoir Land and improvements lumj-) sum 71^,000 Clearing reservoir lands 2,3it0 aco 100,00 23^4,000 Relocation of utilities lump sitm 30,0<-J0 Road relocation lump sum li0,000 Access road luiap sum 30,000 U08»000 Subtotal % 9,873,000 Administration and engineering :, 10^ % 987,300 Contingencies^ \$% l,Wl,0-X Interest during construction $1 _863^900 TOTAL .3,205,200 ANNUAL COSTS Interest, 3 "5^ % li62,200 Amortization,^ UO-year sinking fund at -^3% 156,200 Operation and maintenance 17,800 TOTAL % 636,200 J-12 ESTIMATED COST OF UPPER DE LUZ DM AW RESERVOIR WITH STORAGE CAPACITY OF ^0,000 ACRE-FEET (Based on pi'ices prevailing in spring of 1955) Elevation of crest of dair.: 392 feet, UcS.G.So datum Elevation of crest of spillway J 372 feet Height of dam to spillway crest ^ above stream bed: 18? feet Capacity of reser'/oir to crest of spillway; 50,000 acre-feet Capacity of spillway with 5-foot freeboard: [il,000 second-feet Item Quantity Unit pr: ice Cost CAPITAL COSTS Dam Exploration Diversion of stream and Ivaap sum $ 15,000 dewatering of foundation lump sum 25,000 Stripping topsoil 77,200 cu.ydo $ o<.35 27,000 Excavation for embankment Foundation 196,000 cuoydo 0.80 156,800 Froni borroi.; pits 1,217,000 cu.yd. Oo72 876,200 From stream bed 2,632,000 cu„yd. 0.U8 1,263,U00 Eoljanlcment- Impervious 1,058,000 cu.ydo 0.16 169,300 PejrTious 2,289,000 cu.jni. 0..12 27l;,700 Pez'^-iouss salvage 289,000 cuoydo 0.20 57,800 Rock riprap Ii9,7O0 cuoyd. 3.00 1)^9,100 Drilling grout holes 13,ul|.0 lin.fto 3oOC 1;0,300 Pr or sure grouting 8,960 cu.fto li.OO 35,800 $3,090,liOO Spillway Excavation, unclassified l61i,500 cucvd. lo20 197, Uoo Concrete Weir <;ind cutoff 1,100 cu.yd. 35.00 38,500 Floor 1,360 cu,yde, 30,00 1|0,800 Walls 3^0 cu.,yd. ijOcOO III, 000 Reinforcing steel 217,000 Ibso 0013 28,200 318,900 Outlet Works Excavation Inlet and outlet structures IjOOO cuciTio io5o 1,500 Conduit 8,100 cu.ydo lo20 9,700 Backfill 2,500 cu.ydo 0.80 2,000 Concrete Conduit 2,100 cuoyd„ 50.00 105,000 Intake structure 150 cu.ydo 60.00 9,000 Gate chamber and valve hiouse 280 cu.yd. 50.00 114,000 Reinforcing steel 253,000 IbSe 0013 32,900 MisceiL-meous met alwo rk 23,800 lbs. 00140 9,500 Steel pipe, Ii2-inch dia. 126,000 Ibso Oo25 31,500 High pressure slide gate lump sum 15,000 ESTIMATED COST OF UPPER DE LUZ DAM AND RESERVOIR WLTE STORAGE CAPACITY OF 50,,000 ACRE-FEET (continued) Jwi5 Item Quantity Unit price Cost CAPITAL COSTS Outlet Works (continued) Howell -Bunger valve, 30-inch dia. Needle valve, 30-inch dia. lump sum lump sum 9,200 9,600 $ 2l;8,900 Reservoir Land and improvements Clearing reservoir lands 675 ac. Relocation of utilities Road relocation Subtotal Administration and engineering, 10^ Contingencies, 1$% Interest during construction TOTAL lump svm $100.00 lump sum lump sum 1;3,000 67,500 15,000 15,000 ll;0,500 $3,798,700 $ 379,900 569,800 189.^900 $U, 938,300 ANNUAL COSTS Interest, 3=5^ Amortization, UO-year sinking fund at 3-5^ Operation and maintenance 172,800 58,U00 7,500 TOTAL $ 238,700 J-U ESTIMATED COST OF FALLBROOK LIPPINGOTT DAM AND RESERVOIR WITH STORAGE CAPACITY OF 35,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam.: hQ2 feet, UoS.G.So datum Elevation of crest of spillways U57 feet Height of dam to spillway crest, above sti*eani bed: lli3 feet Capacity of reservoir to crest of spillways 35,000 acre-feet Capacity of spillway with 5-foot freeboard? 136,000 second-feet Item Quantity Unit price Cost CAPITAL, COSTS Dam Exploration lump sum $ 10,000 Diversion of stream and dewatering of foundation lump STim 5,000 Stripping topsoil 37,300 cu.ydf $ 0.35 13,100 Excavation for embankment Foundation 32,600 cu=yd. 0„80 26,100 From borrow pits 373,800 cu«yd. 0,60 221,300 From stream bed 3U9,800 cu.ydo Ool;5 I57,i400 Embankment Impervious 325,000 cu.ydo 0,16 52,000 Pervious 30li,000 cu.yd. Ool2 36,500 Pervious , salvage 521,000 cuoydc 0.20 10li,200 Rock riprap 2it,U00 cu=,ydc 3«00 73,200 Drilling grout holes 8,300 lin.ft. 3o00 2ii,900 Pressure grouting 5,500 cu,ft<. lloOO 22,000 SpillTJay Excavation, imclassified 683,700 cu.ydo Oo80 5ii7,ooo Backfill 8,100 cuoyd. Oc80 6,500 Concrete Weir and cutoff 2,395 cu.ydo 35.00 101,300 Floor 6,670 cucyd. 30.00 200,100 Walls 2j66o cuoydc liOcOO 106,i;00 Rein-Lorcir^ steel 981,000 Ibso Ool3 127,500 Outlet Works Excavation Inlet and outlet structures Conduit Baclcfill Concrete Conduit Intake s'tructure Gate chamber and valve house Reinforcing steel Miscellaneous metalwork Steel pii^e, l;2-inch dia, High pressure slide gate 500 cuoydo 6,1;00 cuoyd. 1,900 cu.yd. I,61i0 cuoyd, 150 cu.yd. 280 cu.ydo 207,600 lbs. 21,600 lbs. 100,000 lbs. 1,50 1,20 Oc80 50,00 60.00 50.00 0.13 O.liO 0,25 lump sum 800 7,700 1,500 82,000 9,000 li;,000 27,000 8,700 25,000 iii,5oo $ 7ii8,700 1,088,800 ESTIMATED COST OF FALLBROOK LIPPINCOTT DAI^ AND .RESERVOIR Y/ITH STORAGE CAPACITY OF 35,000 ACRE-FEET (continued) J-i5 Item Quantity Unit price Cost CAPITAL COSTS Outlet Works (continued) Howell -Bumger valve;, 30 -inch dia- Needle valve, 30-inch dia. Reservoir Land and improvements Clearing reservoir lands 580 ac. Relocation of utilities Road relocation SiJbtotal Administration and engineering,. 10^ Contingencies^ l5^ Interest during construction TOTAL lump sum lump sum $ 9,200 9,600 $ 209,000 lump sum 5p60.00 l\imp suia lump sum 237,000 3U,800 7,500 15,000 29li,300 $2,3U0,800 $ 23U,100 351,100 117,000 $3,oU3..000 ANNUAL COSTS Interest, 3-5% Amortization, UO-year sinking fund at 3«5^ Operation and maintenance $ 106,500 36.000 6.000 TOTAL $ iU8,5oo j-16 ESTIMATED COST OF FALLBROOK LIPPINGOTT DAM AND RESERVOIR WITH STORAGE CAPACITY OF 65,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 525 feet UoSoGcS, datum Elevation of crest of spillways k97 feet Height of dam to spill-way crest, above stream beds 183 feet Capacity of reservoir to crest of spillway: 65,000 acre-feet Capacity of spillway with 5-foot freeboards 130,i;00 second-feet c « I Unit Item ! Quantity ; ; price : Cost CAPITAL COSTS Dam Exploration lump sum $ 12,000 Diversion of stream and dewatering of foundation lump sum 10,000 Stripping topsoil 72jOOO cu.yd. $ 0,35 25,200 Excavation for embankment Foundation U6,000 cu.yi. 0,80 36,800 From borrow pits 625,000 cuoyd. Oo65 U06,200 From stream bed 1,799,000 cu.yd. o,5o 899,500 Embankment Impervious 51i3,000 cu.yd. 0,16 86,900 Pervious l,56IuOOO cu.yd. 0.12 187,700 Pervious, salvage 358,000 cu . yd . 0.20 71,600 Rock riprap 1^9,200 cu.ydo 3oOO lii7,600 Drilling grout holes 10,IiOO lin.ft. 3cOO 31,200 Pressure grouting 6,900 CUofte iioOO 27,600 $l,9li2,300 A.uxiliary Dam Stripping topsoil 7,000 cu.ydo Oo35 2,1;00 Excavation for embankment Foundation 9,000 cu-.ydo 0.80 7,200 From borrow pits 32,000 cu.ydo 0*50 16,000 Embankment Impervioiis 10,000 cu.yd. 0.60 6,000 Pervious 22,000 cu»ydo 0.50 11,000 Rock riprap 1;,500 cu.yd. 3.00 13,500 56,100 Spillway Excavation, unclassified li7 2,000 cu.ydo 0.80 377,600 Backfill 6,000 CU.J^c 0.80 li,800 Concrete Weir and cutoff 2,080 cu.ydo 35.00 72,800 Floor 5,960 cu.yd. 30.00 178,800 Walls 2,310 cu.yd. liOoOO 92,iiOO Reinforcing steel 8ii3AOO lbs. 0„13 109,600 836,000 Outlet Works Excavation Inlet and outlet structures 500 cu.yd. 1,50 800 Conduit 11,500 cu«yd. 1.20 13,800 ESTIMATED COST OF FALLBROOK LIPPINCOTT DAM AND RESERVOIR WITH STORAGE CAPACITY OF 65,000 ACRE-FEET (continued) J- 17 • : Unit : Item : Quantity % price : Cost CAPITAL COSTS Outlet Works (continued) Backfill 5,100 cU'.yd. $ 0,80 $ h,ioo Concrete Conduit 2 760 cu,ydc 50.00 138,000 Intake structure 250 cu yd . 60:00 15,000 Gate chamber and valve house 375 cu.,yd 50.00 18 .,800 Reinforcing steel 338,000 lbs. 0-13 ii3.900 Miscellaneous metalwork 37,800 Ibsc 0,iiO 15.100 Steel pipe, 51i-inch dia. 182,000 lbs. 0.25 i;5,5oo High pressure slide gate lump sum 25,000 HoTfl/ell-Bunger valve ^ l;2-inch dia. lump sum 11,800 Needle valve, 36-inch dia lump sum lli,000 $ 3li5,800 Reservoir Land and improvements lump siom 375>ooo Clearing reservoir lands 960 ac 60.00 57,600 Relocation of utilities lump sura 7,500 Road relocation lump sum 20,000 ii60,100 Subtotal $3,6U0,300 Administration and engineering , 10$ $ 36U,000 Contingencies, 1S% 5U6, 000 Interest diiring construction 273,000 TOTAL $U,823,300 ANNUAL COSTS Interest, 3.5$ ^ 168,800 Amortization, iiO-year sinking fund at 3=5$ 57-100 Operation and maintenance 9.500 TOTAL % 235, Uoo j-18 ESTIMATED COST OF FALLBROOK BORDER DAM AND RESERVOIR WITH STORAGE CAPACITI OF 65,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 500 feet, D.S.G.S, datum Elevation of crest of spillway: Ii72 feet Height of dam to spillway crest, above stream bed: 195 feet Capacity of reservoir to crest of spillway: 65,000 acre-feet Capacity of spillway with 6-foot freeboard: 129,000 second-feet • « ! Unit : Item : Quantity i ! price ; Cost CAPITAL COSTS Dam Exploration lump sum $ 12,000 Diversion of stream and dewatering of foundation lump sum 15,000 Stripping topsoil 32,800 cu.yd. $ 0.35 11,500 Excavation for embankment Foundation 90,500 cu.yd. 0.80 72,U00 From borrow pits 726,600 cu.yd. 0.65 1472,300 From stream bed 676,000 cu.ydo o<,5o 338,000 Embankment Impervious 631,800 cu.yd. 0.16 101,100 Pervious 587,800 cu.yd. 0.12 70,500 Pervious, salvage 8i;8,700 cu.yd. 0.20 169,700 Rock riprap 31,U00 cu.yd. i.5o il7,100 Drilling grout holes li,200 lin.fto 3o00 12,600 Pressure grouting 2,800 cu.ft. U.oo 11,200 $1,333,I;00 Spillway- Excavation, unclassified 897,UOO cucyd. 2.30 2, 061;, 000 Concrete Weir and cutoff 1,920 cu.yd. 35<.oo 67,200 Floor i;,580 cu.yd. 30.00 137, UOO Walls U,ooo cu.ydo llO.OO 160,000 Reinforcing steel 855,000 lbs. 0.13 111,200 2,539,800 Outlet Works Excavation Inlet and outlet structures Conduit Backfill Concrete Conduit Intake structure Gate chamber and valve house Reinforcing steel Miscellaneous metalwork Steel pipe, 51;-inch dia. High pressure slide gate 500 cu.yd. 11,500 cu.yd. 5,200 cu.yd. 1,50 1.20 Oo80 800 13,800 li,200 2,720 cu.yd. 250 cu.yd. 50.00 60.00 136,000 15,000 375 cu.yd. 335,000 lbs. 35,700 lbs, 165,000 lbs. 50.00 0.13 O.liO 0.25 lump sum 18,800 li3,600 lh,300 i;l,300 25,000 ESTIMATED COST OF FALLBROOK BORDER DAM. AMD RESERVOIR WITH STORAGE CAPACITY OF 65.000 ACRE-FEET (continued) J" 19 Item Qu3.ntiiy CAPITAL COSTS Outlet Works (continued) Howell-Bunger valve j li2-inch diao Needle valve, 3 6- inch dia. Reservoir Land and improvements Clearing reservoir lands 900 ac= Relocation of utilities Road relocation Subtotal Administration and engineering, 10^ Contingencies, l5^ Interest during construction TOTAL Unit price Cost limip sum lump sum $ 11,800 Hi, 000 $ 338,600 lump s\m $60,00 lump sum 1-ump sum 171,000 5U,000 7,500 56,700 $h 289,200 .,501,000 $ U5o,ioo 675,200 331.600 $5, 963, 9*30 ANNUAL COSTS Interest, 3^B% Amortization, l|0«year sinking fund at 3-5^ Operation and maintenance 208.700 70,600 9,000 TOTAL $ 288,300 J-20 ESTIMATED COST OF FALLBROOK BORDER DAM AND RESERVOIR WITH STORAGE CAPACITY OF 125,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 550 feet, U.S„G„S„ datum Elevation of crest of spillway: 523 feet Height of dam to spillway crest, above stream bed: 2h6 feet Capacity of reservoir to crest of spillway: 125,000 acre-feet Capacity of spillway with 6-foot freeboard: 128,000 second-feet • • • • Unit : Item : Quantity : price : Cost CAPITAL COSTS Dam fczploration lun^) sum $ 15,000 Diversion of stream and de^atering of foundation lump sum 20,000 Stripping topsoil 59,900 cu.yd. ^0.35 21,000 Excavation for embankment Foundation 120, UOO cu.yd. 0.80 96,300 From borrow pits 1,058,000 cu.yd. Oo75 793,500 From stream bed 2,632,000 cuoyd. o»55 l,iUi7,600 Embankment Imper'n.ous 920,000 cu„yd. 0.16 lli7,200 Pervious 2,289jOOO cuoyd* 0cl2 27i;,700 Pervious, salvage 87U,000 cxi.yd. Oo20 17U,800 Rock riprap 62,500 cu.yd. i»5o 93,800 Di'illing grout holes 5,200 lin.ft„ 3.00 15,600 Prcessure grouting 3,500 CUoft. 1;.00 iU,ooo $3,113,500 Spillway Excavation^ unclassified 931^,000 cuoyd. 2o30 2,li|8,200 Concrete Weir and cutoff 2,100 cuayd. 35oOO 73,500 Floor 5,830 cuoyd. 3O0OO 171;, 900 Walls Ii,710 cuoydo UOoOO 188,U00 Reinforcing steel 1,032,000 lbs. 0.13 13ii,200 2,719,200 Outlet Works Excavation Inlet and outlet structures Conduit Backfill Concrete ConduD.t Intake fjtructure Gate chamber and valve house Reinforcing steel Miscellaneous metalwork Steel pipe, 72-inch dia. High pressure slide gate 1,000 cu.yd. 20,200 cUoyd. 11,900 cuoydo 14,120 cu.ydo 1;80 cuoyi. 1^70 cuoyd^ 507,000 lbs. 55,000 Ibsc 303,000 Ibso lo50 1.20 O08O 50<>00 60.00 50 c 00 0013 lump .Uo • 2$ sum 1,500 2l|,200 9,500 206,000 28,800 23,500 65,900 22,000 75,800 52,000 ESTILIATED GCfiT OF FALLERCCK BOIUER DAI.I AID RiLi^EHVOIR WITH STORAGE CAPACITY OF 125,000 ACRE-FEET (continued) J--21 Item Quantity Unit price Cost CAPIT/iL COSTS Outlet Viorks (continued) Ho^vell -Hunger valve, h8-inch dia Needle valve, li2-inch dia. Reservoir Land and improvements Clearing reservoir lands 1,250 ac. Relocation of utilities Road relocation Subtotal Administration and engineering, 10^ Contingencies, l5^ Interest during construction TOTAL lunp sum lump sum $ 13,500 21,000 $ 5U3;700 lump s\im ^60.00 lump sum l\imp sum 232,700 75,000 7, .500 61;, 900 380,100 fp6,756,500 $ 675,700 1,013,500 675,700 $9,121,1*00 ANNUAL COSTS Interest, 3^% Amortization, UO-year sinking fund at 3 S% Operation and maintenance 319*200 107,900 1U,CG0 TOTAL $ UUi,ioo j-as ESTIMATED COST OF FALLBROOK BORDER DAM AND RESERVOIR WITH STORAGE CAPACITY OF 1^0,000 ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 565 feet, U.S G.S datum Elevation of crest of spillway: 538 feet Height of dam to spillway crest, above stream bed: 261 feet Capacity of reservoir to crest of spillway: 150,000 acre-feet Capacity of spillway with 6-foot freeboard: 128,000 second-feet • • : Unit : Item Quantity : . price : Cost CAPITAI. COSTS Dam Exploration lump sum $ 18,000 Diversion of stream and , dewatering of foundation lump sum 22,000 Stripping topsoil 75,700 cu.yd. $ 0.35 26,500 Excavation for embankment Foundation 200,300 cu.yd. 0.80 160,200 Trom borrow pits 1,28U,000 cu-,yd. 0.80 1,027,200 From stream bed 3,731^,000 cu yd. 0:60 2,2U0,li00 Embaxikment Imperv^.ous 1,117,000 cu.yd. 0.16 178,700 Pervious 3,2i;7,000 cu.yd. 0»12 389,600 Pervious ;, salvage 856,000 cuyd. 0.20 171,200 Rock riprap 79,600 cu.yd. 1.50 119,iiOO Drilling grout holes 5,500 lin.ft. 3cOO 16,500 Pressure grouting 3,680 cu.ft. li.OO li;JOO $ li,381i,liOO Spillway Exc avati on , unci as si fie d 973,000 cu yd. 2.30 2,237,900 Concrete Weir and cutoff 2,100 cu yd. 35cOO 73,500 Floor 6,300 cu yd , 30.00 189,000 Walls ii,750 cu.yd. iiO.OO 190,000 Reinforcing steel 1,315,000 lbs 0.13 171*XO 2,86l,iiOO Outlet Works Excavation Inlet and outlet ■structur-es Conduit Backfill Concrete Conduit Intake structure Gate chamber and valve house Reinforcing steel Miscellaneous metalwork Steel pipe, 7 2- inch dia. High pressure slide gate 1,000 cu.yd. 23,600 cu.yd, 13.900 cu.yd: U,760 cu.yd-. Ueo cu„yd.. ii70 cu.yd, 571,000 lbs. 58,700 lbs. 337,000 lbs* 1,50 1.20 0,80 50 -.00 60.00 50oOO 0.13 O.iiO 0.25 lump sum 1,500 28,300 11,100 238,000 28,800 23,500 7U,200 23,500 81;, 300 52,000 ESTIMATED COST OF FALLBROOK BORDER DAil AND RESERVOIR WITH STORAGE CAPACITY OF 150,,000 ACRE-FEET (continued) J^Z^-, » : Uni-t • f Item : Quantity ; price Cos t CAPITAL COSTS Outlet Works (continued) Howell -Eunger valve, ii8-inch dia.- Needle valve, ii 2-inch dia^ lump lump sxun sum $ 13,500 21^000 $ 599 > 700 Reservoir Land and improvements Clearing reservoir lands Relocation of utilities Road relocation 1.660 aco l\mip $60. lUB^ lunp sura 00 sum sum 239,iiOO 95,600 7,500 _67^0 ^13iI22 Subtotal $ 8^255,200 Administration and engineering. Contingencies, l5^ Interest during construction 10.^ 1 1 825,900 .233,900 325,500 TOTAL $ll,lli9,900 ANNUAL COSTS Interest, 3^-S% Amortization, UO-year sinking fund at 3 5^ Operation and maintenance $ 390,200 131,900 i5,5co TOTAL ^ 537,600 J-24 ESTIMATED COST OF VALLECITOS DAM AND RESERVOIR WITH STORAGE CAPACITY OF 3pOOO ACRE-FEET (Based on prices prevailing in spring of 1955) Elevation of crest of dam: 890 feet, U»S.G.S. datum Elevation of crest of spillway? 880 feet Height of dam to spillway crest, above stream beds 115 feet Capacity of reservoir to crest of spillway: 3,000 acre-feet Capacity of spillway with li-foot freeboards 2,000 second-feet • s Unit : Item s Quantitiy- : price s Cost CAPITAL COSTS Dam Exploration lump sum $ 2,000 Diversion of stream and dewatering of foiindation lump sum 1,000 Stripping tops oil 10,000 cU(.ydo $ 0,35 3,500 Excavation for embankment Foundation 28,000 cu.yd. 0,60 16,800 From borrow pits 168,000 cu.yd. 0.60 100,800 From stream bed 229,000 cu.ydc OoU5 103,100 Erabankment Impervious 11^6,000 cu.yd. 0.16 23,UOO Pervious 199*000 cu^ydo 0.12 23,900 Pervious ;, salvage 22,000 cuyd. Oo20 U,Uoo Rock riprap 9,U00 cu.yd. 3oOO 28,200 Drilling grout holes 3,100 lin.ft= 3.00 9,300 Pressux-e grouting 2,000 cu.ft. U.oo 8,000 #32ii,iiOO Spillvay Excavation, unclassified 6,000 cu.ydc 0,80 U,800 Backfill 500 GUoyd, 0,80 l^OO Concrete Weir and cutoff J45 cu^yd^ 35.00 1,600 Floor 270 cu^yd. 30.00 8,100 Walls 310 cucydo ilOoOO 12,U00 Reinforcing steel 52,000 Ibso 0.13 6,800 31;, 100 Outlet Worics Excavation Inlet and outlet structures 130 cu.yd. 1.50 200 Conduit 500 cu.yd. 1,20 600 BackfiU 200 cu.yd» 0„80 200 Concrete Pipe encasement and control works 780 cu.ydo 1^0.00 31,200 Reinforcing steel 78,000 lbs. 0.13 10,100 T-*^ -2S ESTIMATED COST OF VALLECITOS DAM AND RESERVOIR VflTH STORAGE CAPACITY 0? 3^000 ACRE-FEET (continued) Item Quantity Unit price Cost CAPITAL COSTS Outlet Works (continued) Miscellaneous metal work Reinforced concrete pipe, 18-inch diao High pressure slide gates Needle valve, 12-inch dia. Reservoir Land and improvements Clearing reservoir lands Relocation of utilities Subtotal Administration and engineering, 10^ Contingencies, 1S% Interest during construction TOTAL lijOOO lbs. 965 ft. 3 each 90 ac $ OcUo 7olO 2,000.00 lump sum lump sum 6O0OO lump sum $ 1,600 6,900 6,000 600 $ 57,ljOO UOjOOO 55I4OO 5,000 $1;66,300 $ U6,600 70,000 _21J00 $59li»600 ANNUAL COSTS Interest, 3.5^ Amortization, UO=year sinking fund at 3 "55^ Operation and maintenance 50,800 7^000 3,000 TOTAL $ 30,800 .26 ESTIMATED COST OF FACILITIES TO DEUVER 6,200 ACRE-FEET OF WATER PER SEASON FROM DE LUZ RESEB/OIR TO FALLBROOK (Based on prices prevailing in spring of 1955) Capacity of conduits l6o6 cfs Length of conduits 23,000 feet ; : Unit s Item ° Quantity s price : Cost CAPITAL COSTS Pipe line Excavation 2e,800 cu.yd. $ Oo90 $ 25,900 Backfill 24,200 cu.yd. O.ljO 9,700 Pipe, reinforced concrete. furnish and install 30"inch dia. 23,000 lin.ft 9o70 223,100 Fittings lump sum 11,500 Values Air release ;, 3-inch dia. 7 each 37O0OO 2,600 Blowoff , 6-inch dia. 8 each 1,U50.00 11,600 Gate, 30-inch dia. 2 each 2,200.00 ii,l|00 Meter 1 each 1,200„00 1,200 Chlorinator and equipment lump sum 8,800 1298,800 Regulatory reservoir lump sum iU,ooo 1U,000 Pumping plant and equipment 3 each 30,700,00 92,100 92,100 Subtotal $1^01^,900 Administration and engineering , 10$ I Uo,5oo Contingetjicies ,, 15>^ 60,700 Interest daring cons traction 5,100 TOTAL $511,200 ANN-UAL COSTS Interest, 3 '5% $ 17,900 Amortisation, UO-year sinking fund at I 3«5$ 6,000 Replacement 2,000 Electrical energy 53,300 Operation and maintenance il,000 TDTAI, $ 83,200 J-27 ESTIMATED COST OF FACILITIES TO DELIVER h.900 ACRE-FEET OF WATER PER SEASON FROM DE LUZ RESERVOIR TO FALLBROOK (Based on prices prevailing in spring of 1955) Capacity of condudt: 13-1 cfs Length of conduit- 23,000 feet item Quantity Unit price Cost CAPITAL COSTS Pipe line Excavation 25,900 cu . yd . $ 0,90 $ 23.300 Backfill 22,300 cu.yd. o.Uo 8,900 Pipe, reinforced concrete. furnish and install 27-inch dia. 23,000 lin.ft. 9.00 207,000 Fittings lump sura 10,500 Valves Air release, 3-inch dia. 7 each 370.00 2,600 Blowoff, 6-inch dia. 8 each l,li50.00 11,600 Gate, 30-inch dia. 2 each 2,200.00 ii,i|00 Meter 1 each 1,200,00 1,200 Chlorinator and equipment lump sum 8,800 $278,300 Regulatory reservoir lump sum 114,000 1U,000 Pumping plant and equipment 3 each 26,300,00 78,900 78,900 Subtotal $371,200 Administration and engineering :, 10^ $ 37,100 Contingencies, 1$% 55,700 Interest during construction 1,600 TOTAL $1468,600 ANNUAL COSTS Interest, 3^55^ $ 16,1,00 Amortization, iiO-year sinking fund at 3-5? 5,500 Replacement 1,700 Electrical energy U2,600 Operation ard maintenance 3,800 TOTAJ. $ 70,000 J-2g ESTIMATED COST OF FACILITIES TO DELIVER 7,600 ACrt>j:-'FEET OF !-.V.Tr:i<^ pic: season Flia-l FALLBUOOK, LIPFINCOTr HiilbSKVOlfi TO FALLS ROOK (Based on prices prevailing in spring of 1955) Capacity of conduit: 30.5 cfs Length of conduits 7,200 feet • : Unit : Item ; Quant: Lty s price s Cost CAPITAL COSTS Pipe line Excavation 10,800 cuoyd. $ 0.90 $ 9,700 Backfill 8,800 cu.yd. O.iiO 3,500 Pipe, reinforced concrete. furnish and install 36-inch dia. 7,200 lin.ft. 12.70 91,U00 Fittings lump sum lj,600 Valves Air release, ij-inch dia. 2 each 370.00 700 Blowoff, 6-inch dia. 2 each l,li30.00 2,900 Gate, 30-inch dia* 2 each 2,ii00.00 ii,800 Meter 1 each 1,200,00 1,200 Right of way- lump sum 1,000 $119,800 Regulatory reservoir lump s\im Ii2,000 U2,000 Puinping plant and equipment lump sum 110,000 110,000 Subtotal $271,800 Administration and engineering. 10$ $ 27,200 Contingencies, 15^ liO,800 Interest during construction 3,i;00 TOTAL $3h3,200 ANNUAL COSTS Interest, 3^5% $ 12,000 Amortization, UO-year sirdcing fund at 3 '5$ U,100 Replacement 2,200 Electrical energy ii6,300 Operation and maintenance 3,600 TOTAL $ 68,200 J~29 ESTIMATED COST OF FACILITIES TO DELIVER 5,800 ACRE-FEET OF WATER PER SEASON FROM FALLBROOK, JLIPPIWCOTT RESERVOIR TO FALLBROOK (Based on prices prevailing in spring of 1955) Capacity of conduits 23.3 cfs Length of conduits 7j200 feet Item Quantity Unit price Cost CAPITAL COSTS Pipe line Excavation 9,900 cu.yd« $ 0.90 1 8,900 Backfill 8,100 cuoyd. O.liO 3,200 Pipe, reinforced concrete, furnish and install 33-inch dia. 7,200 lin.ft. 11.50 82,800 Fittings Ixunp sum 14,500 Valves Air release, l^-inch dia. 2 each 370.00 700 Blowoff , 6-inch diao 2 each 1,1430,00 2,900 Gate, 2ii-inch dia. 2 each 2,1;00.00 14,800 Meter 1 each 1,200,00 1,200 Right of way lump sum 1,000 $110,000 Regulatory reservoir lump sura 142,000 142,000 Pumping plant and equipment lump sum 68,000 68,000 S\^b total $220,000 Administration and engineering, 10$ $ 22 J, 000 Contingencies, 15$ 33,000 Interest during construction 2,800 TOTAL $277,800 ANNUAL COSTS Interest, 3-5$ $ 9. "00 Amortization, UO-year sinking fund at 3-5% 3..,:.oo Replacement l,l400 Electrical energy 35.300 Operation and maintenance —12600 TOTAL 1 53,300 J-30 ESTIMTED COST CF FACILITIES TO DELIVER 9,000 ACRE-FEET PER SEASON OF COLORADO RIVER WATER FROM SAW DIEGO AQUEDUCT TO CAI-IP PENDLETON (Based on prices prevailing in spring of 1955) Capacity of conduit: 36.0 cfs Length of condijiit: 70,itOO feet • : Unit i Item : Quantity t price t Cost CAPITAL COSTS ) Pipe line Excavation 96,100 cucyd. $ 1,10 $105,700 Backfill 80,600 cu«yd. o.5o Uo,3oo Pipe^ reinforced concrete. furnish and install 36-inch dia. ii8,U00 lin.ft. Jh>30 692,100 27-inch dia. 12,000 lin.fto 8.70 ioii,Uoo 2li-inch diac 10,000 lin.ft. 8.10 81,000 Fittings lump sum Uii,000 Outlet structure lump svm. 5>ooo Valves Air release, 3-inch dia. 11 each 370.00 U,ioo Blowoff, 6-inch dia. 12 each i,li5o.,oo 17,ii00 Gate, 30-inch diao 1 each 2,200,00 2,200 2i4.-inch diao 3 each 2,000o00 6,000 Venturi meter 2 each 1,200,00 2,)^00 Right of way lump sum 15^,900 ^1. ,120,500 Regulatory reseirvoir lump sum 1^2,000 lt2,000 Subtotal $1: ,162,500 Administration and engineering, 10/2 ^ 116, 300 Contingencies, 1^% 17li,l|00 Interest during construction 29,100 TOTAL $h ,i482,300 ANNUAL COSTS Interest, 3-.^% $ 51,900 Amortization, itO-year siniiing fund at -; e'er .3 op/0 17,500 Operation and maintenance 3,700 TOTAL $ 73,100 J-31 ESTIMATED COST OF FACILITIES TO DELIVER 6,000 ACRE-FEET PER SEASON OF COLORADO RIVER WATER FROM SAN DIEGO AQUEDUCT TO FALLBROOK (Based on prices prevailing in spring of 1955) Capacity of conduit: 21;. cfs Length of conduit: 37>600 feet • Unit : Item : Quantity : price : Cost CAPITAL COSTS Ripe line Excavation 55,900 cu.yd. $ 1.10 $ 61,500 Backfill ii5,600 cu.yd. 0.50 22,800 Pipe, reinforced concrete. furnish and install 2i;-inch dia» 1,000 lin.ft. 8.50 8,500 36-inch dia. 36,600 lin.ft. lii.60 53i;,iiOO Fittings lump sum 27,200 Outlet structure lump sum 5,000 Valve s Air release, 3-inch dia. 6 each 370.00 2,200 Blowoff , 6-inch dia. 6 each 1,1;50.00 8,700 Gate, 2li-inch dia. 2 each 2,000.00 i;,000 30-inch diao 2 each 2,200.00 l;,ii00 Venturi meter 2 each 1,200.00 2,IiOO Right of way- lump sum 8,U00 $689,500 Regulatory reservoir lump sum i;2,000 U2,000 Subtotal $731,500 Administration and engineering ;, 10^ $ 73,200 Contingencies, l5^ 109,700 Interest during construction 18,300 TOTAL ^932,700 ANNUAL COSTS Interest, 3'^% 1 32,600 Amortization, l|0-year sinking fund at 3.S% 11,000 Operation and maintenance 2,it00 TOTAL $ ii6,ooo J-32 ESTIMATED COST OF SANTA MARGARITA BASIN WELL FIELD, PUMPING PLANT, PIPE LINE, AND REGULATORY RESERVOIR (Based on prices prevailing in spring of 1955) Capacity of pumps; 18 cfs Seasonal extractions? 5,700 acre-feet Item Quantity Unit prica Cost CAPITAL COSTS Well J gravel packed, drilled and cased, 18- inch dia. 8 each $2,900.00 Pump, motor, and installed equipment 6 each 3,200.00 Pipe, reinforced i concrete in place 12-inch diac 18-inch dia. 2ii-inch dia. 30.=inch dia. 1,200 lin.ft. 5,600 lin.fto 8,500 lin.ft. U,200 lin.ft. U.Uo 6.20 7.20 10.60 Fittings lump sum Valves lump sum Meter 1 each l,200cOO Regulatory reservoir lump sum Pumping plant lump sum Subtotal Administration and engineering, 10/S Contingencies p 15$ Interest during construction TOTAL ANNUAL COSTS Interest, 30 5$ Amortization^, UO-year sinking fund at 3.5$ Replacement Electrical energy Operation and maintenance TOTAL 23,200 25,600 5,300 3U,700 61,200 Iil4,500 7,300 5,200 1^200 ii2,000 52,600 $208,200 1^2,000 52,60p $302,800 $ 30,300 Ii5,l40o 3,800 $382,300 $ 13,U0O Ii,500 2,200 35,200 5.700 $ 61,000 APPENDIX K APPLICATIONS TO APPROPRIATE WATER (K-1) I I S-fe I •o < o 10 c si -4 I a (. 0< Id •4 o o a> « H » a> « • 1 a c V o o o 1 1 o 1 1 u ■»» S s o 1 a 3 *4 •rt ^ c •H -f 3 5 • o s 0) m >J ^ ^ a. >J CL, (X. A. Zii (1. 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(L, cu 3^8 5" X >1 1? * & ♦; 2 4> o a |1- ■♦JOB. 1 S8 6 5 5l li t |;3 II a It v4 O 1 1 III •4 o 8 o 1 1 M 11 ••> 8 S ^ n % fi^ ^^ ^^ £ ^ o 8 : s e 8 o :% o o o o K^ "3 ^ a •t O w> •« • 9^ •^ % "v UN t>> o o o •> • o o o <»s M CO ^ « M o ir\ «ri •V ^ \o ir> N f-l vo VD Oj* •H c^ CM C4 (n CO ta CQ PQ CO m OS oooo c^ oo ov H o j •H I BS U o o ^»^e<^ U M » bit % % ■•» o t u .2 o oo ^i, o t +> « s J3 o oo CM I % c o !5 o o •»» ■»» s ^ g o •g « s o fit |5 at M a ft. .. t I b o I o in I 4. So CS M t* M M o e e •»• fa ^ bo) §t fa o 8 R * & S o i f •=(■ ■=»: i&3 c^«^ (4 M e ■»» o .§3 •H 4» fa O 6-1 t> C4 c^ * 8 ) o e ■»> +» o > B o c # THIS BOOK IS DUE ON THE LAST DATE STAMPED BELOW AN INITIAL FINE OF 25 CENTS WILL BE ASSESSED FOR FAILURE TO RETURN THIS BOOK ON THE DATE DUE. THE PENALTY WILL INCREASE TO 50 CENTS ON THE FOURTH DAY AND TO $1.00 ON THE SEVENTH DAY OVERDUE. DUE .-:i[<%